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POWER POSSIBILITIES 


I 

>3 

J 


ON THE 

OSWEGATCHIE 


RIVER 



STATE OF NEW YORK 


CONSERVATION COMMISSION 


ALBANY 


































STATE OF NEW YORK 


CONSERVATION COMMISSION 


GEORGE E. VAN KENNEN 

Chairman 

JAMES W. FLEMING 
JOHN D. MOORE 


Commissioners 


ALBERT E. HOYT 


Secretary 


RICHARD W. SHERMAN 


Chief Engineer 


JEREMIAH F. CONNOR 


Counsel 



Plate I 


DRAINAGE AREAS AND MEAN ANNUAL RAINFALL 

LOCATION 

AREA 

RAINFALL 

Square Miles 

lncbe.5 

OSWEGATCHIE RIVER 



Ogdensburg 

1590 

36 

Eel Weir Rapids 

I5G5 

36 

Heuvelton 

906 

37 

Elmdale 

0OO 

39 

Natural Dam 

740 

40 

Hailesboro 

£60 

42 

FAST BRANCH 



At Junction wifb west Branch 

341 

42 

South Edwards 


42 

Above Mouth Little River 


42 

Little River at Mouth 



Newton Falls 

166 

42 

Cranberry Lake Outlet 

134 

42 

WEST BRANCH 



At Junction with Fast Branch 



Hazelton Tolls 


42 

Gales Rapids 

27 5 

42 

Harrisville 


43 

Above Junction with Middle Branch 

76 

43 

Kimballs Mill 

63 

43 

MIDDLE BRANCH 



At Junction with West Branch 

1(4 

43 

INDIAN RIVER 



Black Lake Outlet 

560 

34 

Rossie 

381 

35 

Theresa 

324 

36 

Philadelphia 

229 

36 

Antwerp 

157 


Indian Lake Outlet 



Natural Bridge 



Bonaparte Creek at Mouth 

28 

35 



I 

v _ 


STATE OF NEW YORK 

CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

OSWEGATCHIE WATERSHED 

0 2 4 6 _ 6 


Scale of Miles 


DECEMBER 1913 



_ASST. ENGR 


. _CHlEF ENGR. 

























































STATE OF NEW YORK 

If 

CONSERVATION COMMISSION 


POWER POSSIBILITIES ON THE 
OSWEGATCHIE RIVER 



ALBANY 

J. B. LYON COMPANY, PRINTERS 

1914 




of D„ 
IAN Id Jfltg 




REPORT ON THE POWER POSSIBILITIES OF THE 

OSWEGATCHIE RIVER. 


Provisions of 
Conservation Law 
Covering Water 
Power Investiga¬ 
tions. 


The Conservation Law, among other things, 
provides for the systematic investigation of 
the power resources of the state as follows: 

“ § 21. Systematic plan. It shall be the 
duty of the commission to continue investi¬ 
gations of the water resources of the state, including the systematic 
gaging of rainfall and stream flow throughout the state, so as to 
complete a comprehensive system for the entire state, for the con¬ 
servation, development, regulation and use of the waters in each of 
the principal watersheds of the state with reference to the accom¬ 
plishment of the following public uses and purposes: 

1. The prevention of floods and the protection of the public 
health and safety in the watershed. 

2. The supply of pure and whbtesSne ^ater from the watershed 
to municipalities and the inhJ^tn^iliereof and the disposal of 
sewage. 

3. Drainage and irrigation. 

4. The development, conservation and utilization of water 
power in the watershed and to create a revenue for the state. 

5. The protection of the public right of navigation. 

It shall be the duty of the commission to investigate the possi¬ 
bilities of improving and extending navigation in rivers, lakes and 
other water courses and bodies of water, outside the canal system 
in each such watershed, including an investigation into the char¬ 
acter of such waters and the use thereof for navigation and 
with the view of collecting data to determine the upstream 
limits of the public right of navigation, and to report from 
time to time the result of such investigations to the end that a 
complete plan will be presented for the economical and compre¬ 
hensive development of all the water resources, for all the afore¬ 
said purposes, in each of the principal watersheds of the state; and 
each of said purposes is hereby declared to be a public use or is 
continued as a public use. It shall investigate and report as to 

the privileges heretofore granted affecting the use of the waters 

[ 3 ] 


4 


aforesaid and as to the terms of such privileges and whether the 
conditions thereof have been complied with or the terms expired 
or whether revocable and investigate and report as to the diversion 
rights in streams heretofore acquired by the state and as to the 
use being made of the waters affected thereby. 

Each such plan for any watershed shall set forth the develop¬ 
ments already made and authorized to be made in such watershed 
for one or more such purposes, whether by the state or otherwise, 
and the extent to which any such existing or authorized develop¬ 
ment may be improved, enlarged or extended so as to increase or 
extend its efficiency for any of the aforesaid purposes, to the end 
that all developments in each watershed for all such purposes may 
be co-ordinated and unified, the rights of the state asserted and 
utilized so as to combine the most economical construction, main¬ 
tenance and operation, and the most efficient service, with the pro¬ 
duction of the largest net revenue and public benefit to the state 
which may be practicable.” 

In compliance with these provisions of the Conservation Law 
the Commission has, as fundsi appropriated by the Legislature 
have permitted, been gathering data and making investigations re¬ 
garding the power possibilities of the principal streams of the 
State. The results of such investigations and studies are made 
available to the public through publication thereof in the annual 
reports of the Conservation Commission. 

Because of its importance as a power-producing stream and its 
undeveloped power possibilities, the Oswegatchie river was in the 
spring of 1912 selected as the next in order for surveys, investi¬ 
gations and report. A complete power survey of the river and its 
main tributaries was made, including an accurate profile of the 
river channel, detailed topographic surveys of the most desirable 
reservoir sites, and an examination into the various conditions 
affecting the development of power at each of the present plants, 
as well as at undeveloped power sites. The head in use at each 
plant was measured, and data secured as to pondage, hydraulic 
installation, use of power, probable future needs, etc. Some of 
the data secured from owners regarding existing plants must be 
treated as confidential, and therefore cannot be published, but the 
principal physical conditions affecting the development of power 


ELEVATION 


900 


600 


700 


500 


400 


200 


700 


600 


500 


400 


300 


200 



r r o jv\. 


65 

06DELN5BURG 




































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































5 


at botli the present plants and the undeveloped power sites are set 
forth and discussed in the following pages. 

Oswegatchie The Oswegatchie river has its source in the 

Watershed. lakes and ponds on the westerly side of the 

Adirondack plateau, in the southern part of St. Lawrence county 
and the northern parts of Herkimer and Lewis counties. The 
main stream, known as the East Branch, forms the outlet of Cran¬ 
berry lake and flows in a generallv northwesterly direction, join- 
ing the West Branch near Talcville and emptying into the St. 
Lawrence river at Ogdensburg. The Indian river, one of the 
largest tributaries, rises in the sparsely wooded hills of northern 
Lewis county, flows in a northerly direction across an extensive 
sandy plain, into and through Black lake, and joins the Oswe¬ 
gatchie just above Eel Weir bridge, about five miles from the 
city of Ogdensburg. The upper reaches of the watershed are 
mountainous and densely wooded; the middle portion is a hilly 
region entirely denuded of marketable timber and not suitable for 
farming purposes; the lower section consists mainly of rolling 
farm lands, but includes a considerable area of swamp land in the 
vicinity of Black lake. The prevailing rock is Adirondack gneiss 
with deposits of limestone and sandstone on the lower reaches of 
the watershed. The drainage area at Ogdensburg is 1,590 square 
miles, and the mean annual rainfall about 36 inches. 

With the exception of the Indian river, which is lacking in 
desirable storage sites, the Oswegatchie river and its main tribu¬ 
taries are to a remarkable degree naturally adapted to economical 
power development. Nearly one-third of the total drainage area 
lies from 1,000 to 1,500 feet above sea level, and has an annual 
rainfall in excess of 40 inches. The fall of the river channel is 
concentrated by a series of comparatively quiet pools separated 
by low waterfalls and short rapids. In nearly every case, dams 
can be located on foundations of solid rock. Adequate storage is 
obtainable on the headwaters of the stream above the highest power 
developments, thus allowing the use of the stored water at all the 
power plants below, covering a remarkably high percentage of 
the total fall of the river; astonishingly near to all of it being 
economically available. As shown on the profile of the river, 
Plate II, and in Table III, the stored water from the proposed 


6 


Newton Falls and Cranberry Lake reservoirs can be made avail¬ 
able through a total working head of 1,048 feet, and the water 
from the proposed Harrisville reservoir can be used through 523 
feet of working head. 

„ The majority of the present plants are low- 

Present Plants. J i r 

head developments supplying power for pulp 
grinding, talc mining and milling, grist-mills, small sawmills, 
electric lighting plants and other small shops and factories. Many 
of these plants are using old obsolete wheels which utilize but a 
small percentage of the power available thereat; consequently the 
average efficiency is extremely low. There are, however, several 
modern and up-to-date plants on the river, and others are in process 
of construction or under consideration, but there still remains a 
large field for future developments, both in sites not heretofore 
developed, and in the improvement of existing plants and plants 
that have been abandoned but which can now be profitably de¬ 
veloped if sufficient storage is made available. 

As most of the present plants and undeveloped possibilities are 
separately too small, without a comprehensive transmission sys¬ 
tem to which all might be connected, to allow of economical trans¬ 
mission to distant centers of population, it is probable that a local 
market must be developed before the power possibilities of the 
river can be fully utilized. That such a market will soon be 
fund there is no doubt. 


The mineral resources of Northern New 
York are rich and varied. In 1012, 61,010 
tons of talc (over 40 percent, of the total 
production of the United States) were pro¬ 
duced in St. Lawrence county; the production of iron ore at Ben¬ 
son Mines is being greatly increased, and other ore-beds are being 
developed; a rich deposit of zinc ore is being developed at Ed¬ 
wards, and recent prospecting has resulted in the discovery of ad¬ 
ditional deposits in different localities; pyrite, used chiefly in 
acid manufacture, is produced in considerable quantities; large 
marble and limestone quarries in the vicinity of Gouverneur and 
Natural Bridge have been operated for a number of years. With 
the decline in the lumber and paper industry due to the scarcity of 
timber, it is believed that the exploitation of these mineral re- 


Mineral 
Resources of 
Northern 
New York. 




sources will be actively prosecuted if a sufficient quantity of eco¬ 
nomical power is available. From the investigations and studies 
hereinafter discussed, it is believed that with proper regulation, 
the Oswegatchie river will he capable of supplying such power 
at a price which will permit the full development of all the 
natural resources of this region. 


Streamflow Studies. 


Data Available The rec l ll isite in the investigation of a 

storage or power project is a knowledge of 
the flow of the stream under consideration, both as to its mean 
annual runoff, and its variation during the different seasons of 
the year. Streamflow data on the Oswegatchie river are ex¬ 
tremely limited; until the fall of 1912, the only gaging station 
on the river was that at u Eel Weir Bridge,” just below the out¬ 
let of Black lake. This station has been maintained since 1903. 
In October, 1912, a gaging station was established at Newton 
Falls, on the East Branch, and in June, 1913, another at the power 
plant of the Uniform Fiberous Talc Company at the mouth of the 
West Branch, near Talcville. The records from the last two sta¬ 
tions cover so short a period that they are not yet of much value 
in estimating the average flow of the river, and the discharge at 


the Eel Weir Bridge station is so modified by artificial storage in 
Cranberry lake and by natural storage in Black lake and the sur¬ 
rounding swamps that these records, too, are of rather limited 
value in estimating the probable runoff at points above the outlet 
of Black lake. Since 1895, the gate-keeper at Cranberry lake has 
made weekly reports of the number of “ blocks ” in the outlet 
sluiceways and of the depth of water flowing over each block, but 
there is so much variation in these records that it has been found 
impossible to compute from them a continuous estimate of dis¬ 
charge. 

Because of this lack of direct measurements at most of the 
points under consideration the probable runoff must at present 
be deduced from the records of an adjacent watershed having 
similar characteristics as to topography and climate. This is done 
by means of a “ conversion factor ” as explained in Appendix 
I. For this purpose, the records of the Raquette river promise 


8 


the most accurate results. The physical and climatic charac¬ 
teristics of both watersheds are very much alike; both rivers 
have their headwaters on the northwesterly side of the Adirondack 
Plateau at about the same altitude; both have similar topography 
and about the same relative proportion of wooded and cleared 
lands; and both have about the same mean annual temperature and 
mean annual rainfall. The only material difference between the 
two watersheds is that the Paquette has a somewhat larger ratio 
of natural lake surface to drainage area. This condition would 
probably make the computed flow of the Oswegatchie somewhat 
less u flashy " than the natural flow, though existing records of 
floods indicate that this difference is very slight. Good stream- 
flow records are available at the following points on the Paquette 
river: at Massena Springs a gaging station has been maintained 
since 1904; at Piercefield, since 1908; and at Paquette Falls 
since 1908, except during the winter months. Rainfall records 
covering both watersheds have been maintained for various periods 
at the following points: 


Watertown . 
Theresa 
Ogdensburg 
Gouverneur 
Canton .... 
Potsdam . . . 
Malone 
Tupper Lake 
Forked Lake 


50 

vears 

%j 

6 

77 

20 

77 

27 

77 

24 

77 

20 


15 

77 

12 

77 ■ 

18 

77 


From these records the mean annual rainfall can be computed 
with a fair degree of accuracy. The accompanying rainfall map, 
Plate III, showing lines of equal rainfall was plotted from these 
records. 

In the following estimates of streamflow, the above rainfall and 
runoff records have accordingly been used for all points above the 
outlet of Black lake. An estimate computed in this manner is not 
to be considered as an actual record of the discharge at the given 
points, but rather as a prediction of the most probable runoff to be 
expected in the future. Due to local rainfalls and local topo- 












STATE OF NEW YORK 

CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

RAINFALL MAP OF 05WEGATCHIE 
GRASS AND RAQUETTE 
WATERSHEDS 


OGDEINSBURi 


Scale of Miles 


Canton 


ASST. ENGR. 


CHIEF ENGR 


ieur 


Newton ^ 
Falls 


Raquette 
Fal Is 


i/kj uETTE / 

\lahe: / 


Indicates approximate mean annual 
rainfall in in'cbes 















































9 


graphical conditions, the actual discharge for any given month at 
a given point may differ considerably from the computed discharge 
for that month, but the average for a term of years should be 
reasonably accurate. These figures are therefore subject to revision 
when more precise data become available. Existing data are, how¬ 
ever, as complete as are ordinarily found when a new development 
is being considered. 

To determine the resulting streamflow due to the present regu¬ 
lation from the Cranberry Lake reservoir, a depletion curve 
(Plate IV), showing the stage of the lake from 1904 to 1912 
was plotted from the gate-keeper’s records for that period. From 
this curve and an approximate capacity curve of the reservoir, 
the monthly depletion (or storage, considered as negative 
depletion) was computed and added, algebraically, to the previ¬ 
ously computed natural flow for each month covered by the 
Paquette River records. Owing to some uncertainty as to the 
actual capacity of the Cranberry Lake reservoir (see page 12) 
and to the crude method of operating the gates, the estimated 
depletion for any particular month may be subject to a consider¬ 
able error. The line representing this regulation is plotted on 
the power-percentage-of time curves only to indicate in a general 
way the benefits derived from the lake under the present method 
or regulation. 

O 

On this river no streamflow records of any 

«/ 

kind are available, and due to the great 
difference between the physical characteristics of this watershed 
and the surrounding watersheds, it is extremely difficult to make 
even a rough estimate of the runoff. The river rises in the wooded 
hills above Natural Bridge, Hows through an extensive sandy plain 
between Lewisburg and Theresa, and through large swamps below 
Theresa and around Black lake. The runoff from the headwaters 
is probably comparable with that of West and Middle Branches of 
the Oswegatchie, but from the sand plain it is certainly much less, 
while from the swamp areas it is impossible to make a reliable 
estimate of runoff without actual gagings. Between Theresa and 
the outlet of Black lake there are over twenty square miles of lake 
and swamp surface. During the summer months the evaporation 
of these areas is extremely high; from the data at hand it seems 


Indian River. 


10 


probable that at certain times this evaporation may equal or even 
exceed the yield of the Indian river. The latter case would cause 
a back-flow from the Oswegatchie river into Black lake, although 
there are not sufficient data at hand to show that this has actuallv 

t/ 

occurred. Because of these conditions it is considered inadvisable 
to attempt an estimate of the flow of the Indian river until more 
definite data are available. 


Storage Reservoirs. 

Reservoirs As the value of any hydraulic power devel- 

Necessary. opment is, to a great extent, dependent on 

the amount of flow which can be constantly maintained, the loca¬ 
tion of storage reservoirs on the headwaters of a stream subject to 
any considerable fluctuation in discharge is of prime importance. 
In common with most other rivers of the state, the Oswegatchie 
exhibits, in its natural state, such an irregularity of flow that the 
power obtainable from minimum discharge is far below that which 
can be obtained by means of scientific regulation. That this con- 
dition was early realized is shown by the construction nearlv fifty 
years ago of the Cranberry Lake reservoir for storage purposes. 

The investigation of the storage possibilities of the Oswegatchie 
watershed was accordingly made one of the principal features of 
the surveys and studies of 1911 and 1912. All promising storage 
sites were thoroughly investigated and in several cases detailed 
topographic surveys were made. The topography of the head¬ 
waters of the river fortunately presents opportunities for the crea¬ 
tion of storage reservoirs of sufficient capacity to effect a high de¬ 
gree of regulation, and at a verv reasonable cost, considering the 
fall through which such regulation will be effective. 

Cranberry Lake This lake is the highest of the available 

Reservoir. storage basins. It is situated in the south¬ 

easterly corner of St. Lawrence county at an elevation of 1,487 
feet above sea level, and forms the source of the east branch of the 
Oswegatchie river. Its distance from Ogdensburg is about 46 
miles in a straight line, or 110 miles along the course of the river. 
At the outlet of the lake the drainage area is 134 square miles, and 
the mean annual rainfall about 42 inches. The entire catchment 
area is mountainous and densely wooded. 




11 




Proposed Newton Falls Reservoir. 

Site for Regulating Dam. 


















12 


The present reservoir was built in 1867 by a commission of 
power owners acting under authority of an act of legislature. 
Definite information as to original conditions is lacking, but from 
the data at band it appears that the lake in its natural condition, 
prior to 1867, had an area of 5.5 square miles, and that the original 
dam raised the surface between 12 and 13 feet, increasing its area 
to 11 square miles. It also appears that in 1889, the crest of the 
dam was lowered one foot to prevent the water from flowing over 
the divide between Cranberry lake and Silver pond. Assuming 
this to be true, and that the original surface of the lake was raised 
at least 12 feet, the present area is about 10.5 square miles, and 
the present capacity about 2.5 billion cubic feet. The gate-keeper’s 
records for the past 10 years (see Plate 1Y) would indicate, how¬ 
ever, that in the ordinary year not more than 1.5 billion cubic feet 
of this storage is utilized. Only once during this time is there any 
record of the reservoir being entirely emptied and that was during 
the fall of 1908, while the outlet sluiceways were being repaired. 
Objections from cottage owners have also had considerable influence 
in preventing the complete utilization of this storage. 

The regulating dam is a timber crib structure about 13 feet high, 
having a spillway 80 feet long, a logway 5 feet wide and 4 feet 
deep, and four outlet sluiceways each about 6 feet, 9 inches wide 
aiid 13 feet, 6 inches deep. The sides of these sluiceways are pro¬ 
vided with vertical grooves into which 12-inch stop-logs are placed. 
The discharge from the reservoir is controlled by dropping in, or 
removing, one or more of these stop-logs. This method of regula¬ 
tion, as shown on the accompanying power-percentage-of-time 
curves is extremely crude and inefficient. The exact capacity of 
the reservoir is unknown, and there is no way of measuring the 
amount of water which is being drawn from the lake, or of how 
much should be drawn to maintain a given flow at any point 
on the stream below. Due to these conditions, but a small per¬ 
centage of the benefit which should be obtained from the reservoir 
is at present realized. The dam leaks badly, and is in a very 
poor state of repair; several serious leaks have occurred within 
the last few years. In the near future the dam will have to be en¬ 
tirely rebuilt. When the original dam was built no attempt to 
clear the flowed land was made; in several places even standing 


13 


Proposed 
Cranberry Lake 
Reservoir. 


timber was allowed to remain. Consequently the shores are now 
covered with dead and decaying trees and stumps, endangering 
navigation and detracting greatly from the beauty of the lake. 

From the investigations and surveys made in 1912 it appears, 
after giving due consideration to the use of the lake for both 
storage and recreation purposes, that the greatest benefit from this 
reservoir can be obtained by operating it in conjunction with the 
proposed reservoir above Newton Falls, hereinafter considered in 
detail. The Newton Falls reservoir will back water to within a 
half-mile of the Cranberrv Lake dam, and as there are no valuable 
power sites between the two reservoirs, there appears to be no rea¬ 
son why they should not be operated together. If this were done, it 
would be unnecessary to draw from Cranberry lake until late in 
the fall, and the lake surface could be maintained at spillway level 
until after the close of the summer season. 

From the data at hand, the most feasible 
plan for the utilization of this storage seems 
to be to replace the present dam with a 
masonry structure (perferably of reinforced concrete, unless 
ledge rock is found near the surface) having the same spillway 
elevation as at present, but with provision for 12-inch dashboards 
to increase the storage depth by one foot. As the original dam was 
lowered one foot in 1889 there appears to be no reason why this 
height should not be restored at the present time. No damage 
would be done to existing structures on the lake shores, and a low 
earth dike would prevent the water from spilling over into Silver 
pond. A small amount of dredging at the outlet would permit a 
depletion of 14 feet. This would provide a total storage capacity 
of about 3.0 billion cubic feet. The total cost of rebuilding this 
dam including the earth dike above mentioned is estimated at 
$79,000. This estimate is based on a reinforced concrete structure 
founded on gravel, with a deep cut-oft wall. It further sub-surface 
exploration shows the existence of ledge rock near the surface the 

cost may be- materially reduced. 

The proposition to increase the height of the regulating dam by 
four feet was also investigated. This increase would provide a 
total storage capacity of 4.0 billion cubic feet. But the additional 


14 


Plate IV 



































































































































































Proposed Dam 


Paper Mill 


NEWTON FALLS 


Plate Y 



STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION OF INLAND WATERS 

OSWEGATCHIE RIVER-EAST BRANCH 
PROPOSED NEWTON FALLS RESERVOIR 

2000 4000 6000 


O 


Scale of Feet 
Contour Interval, 10 Feet 


DECEMBER 1913 



_ASST ENGR 
_CHIEF ENGR 


























































15 


L J < 


cost of structures and the damage to property on the lake shores 
would be so great that the cost of the additional storage would be 
prohibitive. Ihe same amount of storage can be more economically 
obtained by increasing the capacity of the proposed Newton Falls 
reservoir. 


Proposed From Cranberry lake to Newton Falls, a 

Newton Falls distance of about 10 miles, the river Hows 

through a flat swampy area having an aver¬ 
age elevation of about 1,425 feet above sea level. It is proposed 
to Hood this area by constructing a dam at Newton Falls with a 
crest 34 feet higher than that of the existing dam. This would 
hood an area of 5.25 square miles and provide a storage capacity 
of 3.0 billion cubic feet. The capacity of the reservoir is limited 
by the yield of the catchment area rather than by the topographical 
features of the basin. At Newton Falls the drainage area is 166 
square miles, and the mean annual rainfall about 42 inches. It 
is estimated that in ordinary years, the proposed storage capacity 
of 6.0 billion cubic feet (including Cranberry lake) will completely 


regulate the discharge at Newton Falls. In wet years the capacity 
of this reservoir might be increased by about 0.3 billion cubic feet 
by the use of 24-inch dashboards. 

In the construction of the reservoir, a masonry dam having a 
maximum height of 62 feet, and a length, at spillway level, of 
about 950 feet, will be required at a point about 400' feet above 
the present Newton Falls dam. At this point the valley is quite 
narrow and an outcrop of hard granitic rock is found on both 
sides of the river. Additional work is needed in the way of bor¬ 
ings and test pits to locate the surface of this rock at all points 
in the section. Good sand and stone for concrete and cyclopean 
masonry can be found near the proposed site of the dam. In ad¬ 
dition to this dam, three earth dikes will be required to prevent 
the water from spilling over into adjacent watersheds. The larg¬ 
est of these dikes, across the Chaumont swamp, will have a maxi¬ 
mum height of 46 feet and a top length of about 1,750 feet. The 
bed of the swamp at this point is composed of from 4 to 8 feet of 
muck underlaid by a bed of fine gray sand and rock flour. Good 


material for an embankment can be found within half a mile of 




Elevation 


16 


Plate VI 


STATE OP NEW YORK 

CONSERVATION COMMISSION 

DIVISION or INLAND WATERS 

OSWEGATCHIE RIVER-EAST BRANCH 

AREA AND CAPACITY CURVES 

PROPOSED NEWTON FALLS RESERVOIR 



Crest of present dam, elevation 1416. 
Proposed flow line, elevation 1450. 
Capacity, 3.0 billion cubic feet 

Area - Million Square Feet 



Elevation 



































































Plate VII 



PROPOSED DIKE 


KIMBALLS MILL 


PROPOSED DIKE 


PROPOSED DIKE 


PROPOSED DAM 


STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION or INLAND WATERS 

oswegatchie river-west branch 

PROPOSED HARRISVILLE RESERVOIR 

n 2000 -4000 _GOOO 


Scale of feet 

Contour Interval, 10 Feet 


DECEMBER 1913 


A5ST ENGR 




SLUICE FALLS 


_CHIEF ENGR. 


% 













































17 


the proposed site. Ihe second dike, across Tooley swamp, will 
have a maximum height of 24 feet and a top length of about 
1 ? 900 feet. The third, across Cook’s swamp, will be 20 feet in 
height and will have a top length of about 860 feet. 

1 be land included within the flow line of the proposed reser¬ 
voir is chiefly worthless swamp land and rocky hillsides from 
which practically all valuable timber has been removed. Much 
of it lias been burned over within recent years and is now covered 
with dead trees and stumps and a thick growth of underbrush. 
The only buildings included within the reservoir basin are a few 
cheap cabins and an abandoned hardwood mill. There is no 
State land within the limits of the proposed reservoir. Nearly 
the whole of the highway between Newton Falls and Cranberry 
Lake will have to be relocated, but a convenient and economical 
route can be obtained by crossing the Oswegatchie river just 
below the Cranberry Lake dam, following the old Benson Mines 
road to a point near the Chaumont Swamp dike, and then cutting 
across at the foot of the dike to the present road from Newton 
Falls to Benson Mines at a point about one mile south of Newton 
Falls. About 10 miles of highway will have to be relocated. No 
new bridges will be necessary. About 3.4 miles of the Newton 
Falls and Northern Railroad, a private line running from Newton 
Falls to a. hardwood mill on the Grass river, will have to be re¬ 
located. This, however, is a very cheaply constructed line, and 
its relocation will offer no great difficulty. The present bridge 
across the river can be used. 

A detailed topographic survey of this basin was made in the 
fall of 1911, but owing to the lateness of the season and lack of 
equipment, only a very limited amount of sub-surface investiga¬ 
tion at the darn sites could be made. Additional borings will be 
necessary before final plans can be prepared. Following is an 
approximate estimate of the cost of this reservoir: 

Land and buildings. $23,000 

Clearing reservoir basin . 60,000 

Relocating highway. 30,000 

Relocating railroad. 51,000 

Regulating dam. 163,800 

Chaumont dike. 260,500 








$35,500 

22,200 

97,000 


Tooley dike. 

Cook’s dike. 

Engineering and contingencies, 15 per cent. 


Total. $743,000 


Storage capacity — 3,000,000,000 cubic 

feet. 

Cost per million cubic feet. $248.67 


As before stated, the Newton Falls and Cranberry Lake reser¬ 
voirs should be operated together, drawing from the Newton Falls 
reservoir during the summer and early fall and from Cranberry 
Lake during the late fall and winter. In this way it is believed 
that all interests can best be conserved. 

Proposed On ^ ie West Branch of the Oswegatchie 

Harrisville 


Reservoir. 


river the most feasible storage basin lies 
about two miles above the village of Harris¬ 


ville at the junction of the Middle and West Branches. By build¬ 
ing a dam 70 feet high across the valley at a point near the high¬ 
way bridge locally known as the Woodward bridge, an area of 
6.25 square miles can be flooded to a depth of from 20 to 50 feet, 
providing a storage capacity of 5.0 billion cubic feet. This 
reservoir, with flow line at an elevation of 880 feet above sea 
level, will include practically all the farm lands and buildings 
in the river valley between Kimball’s Mill on the West Branch and 
Sluice Falls on the Middle Branch. A considerable portion of 
this land is swampy, and the rest of moderate value and fertility. 
About 5 miles of highway will have to be relocated. 

For the regulating dam an earth structure with masonry spill¬ 
way and Cornwall is proposed. The earth section will have a top 
length of about 900 feet and a maximum height of 70 feet. On 
the downstream side, a slope of 1 on 2 is proposed, while the 
upstream slope is reduced to 1 on 3 and paved with rough stone 
to a depth of 2 feet. A concrete corewall extending from maxi¬ 
mum flood line to bed rock is provided. The spillway, 250 feet 
long, will be of cyclopean masonry founded on rock at the south¬ 
erly end of the dam. With a depth of 5 feet on the crest, 












19 


Plate VIII 


STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION or inland waters 

OSWEGATCHIE RIVER-WEST BRANCH 

AREA AND CAPACITY CURVES 

PROPOSED HARRISVILLE RESERVOIR 

DECEMBER 1913 

r— _ ASST ENGR. 

CHIEF ENGR. 

' » * 

Proposed flow line, elevation 860 . 

Maximum depletion line, elevation 835. 
Capacity, 50 billion cubic feet. 


880 


sto 


<3 GO 


c 

o 

0 

> 

0 ) 

U 


850 


QA O 


830 



Area-Million Square Feet 

200 150 100 


50 
































■* 



\ 





; 




















\ 


























\ 

























\ 


1 














































• 




- • 

- 

t. 


* ■ • 













•a 


, 

. . 

, 


, , 

» 

\ 

» ^ 





. 











i 


















































\ 





ri 





\”T 

L 











V 



* 


* 


o) 







A 














~* 


A 

$/ 
























V 

• ■ 

■ • 



















« 





























































































• 
































/ 

- —; 

■ 


- 
































































































. 


















































880 


870 


800 


850 


840 


1 2 3 4- 

Capacity - Billion Cubic Feet 


830 



Elevation 









































































20 


the proposed spillway will have a discharging capacity of about 
10,000 second-feet. The outlet works are located at the middle 
of the earth section. Water is carried through the dam in a rein¬ 
forced concrete culvert. In addition to the main dam, three earth 
dikes will be required to prevent the water from spilling over into 
the Indian River watershed. The first of these dikes, across the 
lands of Simmons and Marsha, will be about 2,600 feet long and 
from 5 to 18 feet high. The second, on the lands of Carley and 
Sprague will have a top length of about 700 feet and a maximum 
height of 50 feet. The third dike will be located on the land of 
A. B. Peryer and will have a length of 500 feet and a maximum 
height of 19 feet. Good material for these dams lies close at 
hand, in each case. Owing to the lack of suitable equipment, 
only a very limited sub-surface investigation could be made. Ad¬ 
ditional borings must be made before final plans can be prepared. 
Following is an approximate estimate of the cost of the reservoir : 


Land and buildings. $131,000 

Clearing reservoir basin. 50,000 

Relocating highways. 18,000 

Regulating dam and appurtenances. 279,000 

Simmons dike. 26,500 

Carley dike. 85,700 

Peryer dike. 14,800 

Engineering and contingencies, 15 per cent. 91,000 


Total 


$696,000 


Storage capacity — 5,000,000,000 cubic 
feet. 

Cost per million cubic feet. $139.20 


The drainage area at this point is 190 square miles, and the 
mean annual rainfall about 43 inches. While a storage capacity 
of 5.0 billion cubic feet will not entirely control this drainage 

* c 

area, it is believed that until the market for power is greatly in¬ 
creased, this storage, with 6.0 billion cubic feet on the East Branch 
above Newton Ealls, will be sufficient for present needs. If, how¬ 
ever, a future demand for power should warrant the expense, a 

















21 



Proposed Harrisville Reservoir. 

Site for Regulating Dam. 



Proposed Harrisville Reservoir. 

Lower End of Basin. 

















22. 


second reservoir may be located on the West Branch between .Kim¬ 
ball’s Mill and Jerden Falls. 

' .4* * , ‘ - 1 

Proposed By building a dam 40 feet high at a point 

Kimball one mile above Kimball’s mill, and about 

Reservoir. 700 feet above the present log sluice, a flat 

swampy area about two miles long and one-half mile wide may be 
flooded to a depth of from 15 to 25 feet, thus providing a storage 
capacity of about 2.3 billion cubic feet. A topographic survey 
of this basin was begun late in the fall of 1912, but after the 
northerly half of the basin had been covered, the survey was dis¬ 
continued on account of bad weather. The topography of the 
southerly half was filled in from data furnished by the United 
States Geological Survey. 

In addition to the regulating dam, about 1,100 feet long, four 
dikes having a total length of 2,200 feet will be required. Most 

of the land in this basin is worthless swamp land and rocky 

hillsides from which all valuable timber has been removed, though 
there are several hundred acres of wild-liay land which is quite 
highly value by the owners. The tributary drainage area is 63 
square miles, and the mean annual rainfall about 43 inches. 
Following is an approximate estimate of the cost of this reservoir: 


Land and buildings. $38,000 

Clearing reservoir basin. 32,000 

Relocating highways . 6,000 

Regulating dam and appurtenances. 114,000 

Four dikes . 131,000 

Engineering and contingencies, 15 per cent. 49,000 


Total. $370,000 


Storage capacity — 2,300,000,000 cubic 
feet. 

Cost per million cubic feet. $160.87 


The above estimate is to be considered provisional only, and 
is subject to correction at a later date when more precise data are 
available. Considering the nearly complete regulation of this 
watershed afforded by the proposed Harrisville reservoir, the pro- 
















23 


Reservoir Site on 
Little River. 


ject can hardly be considered feasible until the demand for power 
is much greater than at the present time. 

Alder Beds Another reservoir site on the headwaters of 

Reservoir Site. the Adiiddle Branch about 16 miles above the 

junction of the Middle and West Branches at a point locally known 
as the “Alder Beds ” was investigated during the fall of 1912. For 
several years a small reservoir for logging purposes has been 
maintained at this point, but as the reservoir is emptied at the 
close of the driving season, it is at present of no use for storage 
purposes. The present dam, a crib structure about 15 feet high 
and 125 feet long, floods about 200 acres of swamp land. The 
tributary drainage area is about 30 square miles, and the mean 
annual rainfall about 43 inches. A new dam about 40 feet high 
would provide a storage capacity of not more than 300,000,000 
cubic feet, but the cost would be prohibitive. The project, there¬ 
fore, need not he considered further. 

On the Little river, at a point just above 
Aldrich, there is a low swampy area which 
has been suggested as a possible location for 
a storage reservoir. This site also was investigated during the 
fall of 1912. The swamp in question has an area of approximately 
300 acres, and by building a dam about 40 feet high just above 
the present dam a storage capacity of about 450,000,000 cubic feet 
could he obtained. The cost of Abe dam, however, would he pro¬ 
hibitive, and the project need not be given further consideration 

For a number of years Black lake has been 
persistently suggested as offering storage pos¬ 
sibilities of great value. Therefore, in course 
of the Oswegatchie river surveys, this matter was thoroughly in¬ 
vestigated. Black lake is a long narrow body of water lying in 
the westerly part of St. Lawrence county parallel with the St. Law¬ 
rence river and distant therefrom about 5 miles. It has a length 
of about 13 miles, a width of from one-quarter to two miles, and 
an area of 11.7 square miles. Its low water elevation is 272 feet 
above sea level, or about 26 feet above the St. Lawrence river at 
Ogdensburg. The banks on the westerly side of the lake are steep 
and rocky, but on the southerly and easterly sides, low and swampy. 
The tributary drainage area at the outlet is 560 square miles, and 
the mean annual rainfall about 34 inches. 




:1 


Black Lake Storage 
Not Practicable. 





24 


There is no feasible site for a dam on the outlet of the lake, but 
at the “ Eel Weir Rapids ” on the Oswegatchie river about 1.5 
miles below the outlet, a dam 22 feet high across a rock gorge 
would raise the surface of the lake by 10 feet. This would sub- 
merge an area of 32 square miles, and provide a storage capacity 
of 6.0 billion cubic feet. Great damage would, however, be done 
to existing water powers and other property; practically the entire 
head of 9 feet at Heuvelton would be destroyed, several farm 
houses between Heuvelton and Eel Weir Bridge would be flooded, 
and about one mile of the highway would have to be relocated. At 
Edwardsville the bridge across the lake would have to be raised, 
and several houses moved back to higher ground. The water power 
from Fish creek at Pope Mills would be partially destroyed, and 
nearly a score of buildings including the hotel, town hall, one store 
and several dwellings would be flooded. At Rossie the high¬ 
way bridge would have to be raised, nearly one-half the available 
water power would be destroyed, and several dwellings and stores 
would be flooded. About 3,000 acres of farm land, 2,000 acres of 
wild-hay land, and 5,000 acres of rough pasture land would be 
submerged, and 1.5 miles of the railroad near Redwood would 
have to be relocated. Following is a conservative estimate of the 
cost of this reservoir, exclusive of the value of the water power 


destroyed at Heuvelton, Rossie and Pope Mills: 

Land. $176,000 

Clearing reservoir basin... 120,000 

Relocating highways and raising bridges. . . 43,000 

Relocating railroad. 28,000 

Dwellings and other buildings. 58,000 

Regulating dam (61 per cent, chargeable to 

reservoir). 80,000 

Engineering and contingenices, 15 per cent. 75.000 

Total. $580,000 


Reservoir capacity, 6,000,000,000 cubic 
feet. 

Cost per million cubic feet. $96.67 


When compared with other reservoirs, the unit cost of this stor¬ 
age appears low, but the total head through which it could be used 
would be only 30 feet, 18 feet (average) at the dam site, and 12 












25 


feet at Ogdensburg. The total amount of power added to the 
present output of the river would be not more than 450 horse¬ 
power-years per annum, while the present output at Heuvelton 
alone is about 180 horsepower-years per annum. Therefore, while 
this storage would afford almost ideal regulation at Eel Weir 
Rapids and Ogdensburg it is readily apparent that such a small 
gain in power would not warrant so large an expenditure. The 
proposed reservoirs at Newton Falls and Harrisville, due to their 
location on the headwaters of the river, will add an even greater 
amount of power (see Table III) at only a fraction of the cost of 
the Black Lake reservoir. With the proposed regulation from the 
reservoirs at Newton Falls and Harrisville, the available power at 
Heuvelton with the present 9-foot head will amount to about 750 
continuous 24-hour horsepower. Under these conditions the Black 
Lake reservoir would destroy more power than it would create. 
Proposed Between Rossie and Theresa lies a low 

Theresa swampy area of about 8 square miles 

Reservoir. which might be flooded to a depth of 

from 15 to 25 feet by building a dam 35 feet high, above the 
stream bed, at a point one mile above the village of Rossie. A 
storage capacity of 5.0 billion cubic feet could thus be obtained, 
but, as in the case of the Black Lake reservoir, the cost would be 
prohibitive. About 6,000 acres of land of moderate value would 
be required; about 6 miles of highway and 2 miles of railroad, in¬ 
cluding the passenger station and freight house at Theresa, would 
have to be relocated; and the power plant of The Hydro-Electric 
Company and about 30 dwellings in the village of Theresa would 
be submerged. A cemetery near the village of Rossie would also 
be flooded. The following is a conservative estimate of the cost 
of this reservoir. It does not include the value of the water power 
destroyed at Theresa: 

Land. $97,000 

Clearing and grubbing. 40,000 

Relocating railroad and highways. 70.000 

Moving cemeterv. 6,000 

Dwellings and other buildings. 66,000 

Regulating dam and appurtenances. 105,000 

Engineering and contingencies, 15 per cent, 58,000 

Total. $442,000 













26 


This storage would be effective through a total head of 50 feet, 
and would add to the power output of the stream about 640 horse¬ 
power-years per annum. It would, however, destroy not less than 
500 horsepower-years per annum at Theresa. Of course the power 
added by this reservoir would, to a certain extent, replace steam 


Proposed Indian 
Lake Reservoir. 


or other auxiliary power, while probably two-thirds of the power 
destroyed at Theresa is second-class power, that is, power which is 
not continuous throughout the year. Therefore, the power added 
by the reservoir would be more valuable than that which would be 
destroyed. But even under the most favorable conditions, the gain 
in power is too small to make this reservoir a desirable proposition. 

A dam 20 feet high across a rock gorge at 
the outlet of Indian lake would raise the lake 
surface about 16 feet and flood an area of 
about 2.25 square miles, thus providing a storage capacity of about 
560,000,000 cubic feet. The tributary drainage area at Indian 
lake is 68 square miles, and the mean annual rainfall about 38 
inches. The land which would be flooded is chiefly worthless 
swamp land and rocky hillsides entirely denuded of marketable 
timber. An electric power plant at Natural Bridge would, how¬ 
ever, be partially submerged, and a large part of the power would 
be destroyed. 

The cost of the reservoir, exclusive of the damage to the power 

plant above mentioned, is estimated at approximately $107,000. 

The storage could be effectively used through about 280 feet of 

head, including plants not in use at present. It would add to the 

power output of the stream not more than 600 horsepower-years 

per annum. To determine whether the cost of this reservoir is 

justifiable will require detail surveys and careful estimates of the 

value of storage to the plants benefited, as well as of the damage 

To the power plant at Natural Bridge. From the data at hand, 

the project does not appear desirable. 

A small amount of storage has been obtained 
Lake Bonaparte. , . 

irom Lake Honaparte by private enterprise, 

but owing to the objections of cottage owners and to the difficulty 

of securing adequate compensation from power owners on the 

stream below, little use has been made of this storage in recent 

years. The low divide between Lake Bonaparte and the Oswe- 


27 


gatchie river, and the damage which would be caused to existing 
property on the lake shores prohibit the raising of the lake surface 
by an appreciable amount, and the lowering of its surface by more 
than a foot or two would seriously interfere with navigation. 
Therefore, it seems that no further consideration need be given f 
to this proposition. 

Just below the outlet of Lake Bonaparte is a small basin which 


might be flooded by building a dam across Bonaparte creek at a 
point about one mile below the outlet of the lake. The amount of 
storage obtainable, however, is so small that its cost would be 
out of all proportion to its value. 

Reservoir About three miles above the village of 

Site Above Natural Bridge is a swampy area of several 

Natural Bridge. hundred acres, which might be flooded to a 

depth of about 20 feet by building an earth dam about 2,500 feet 
long and from 20 to 30 feet high. The cost, however, would be 
prohibitive, and the tributary drainage area is so small that no 
material amount of storage capacity could be fully utilized. 

No Practicable On the Indian river nearly the whole head 

Reservoir S’te susceptible of economic development has 

on Indian River. been utilized, though several plants have 

been abandoned within recent years. The flow of the river is 
extremely variable, and is badly in need of regulation, but the 
topographic conditions of the watershed are such that there is no 
reservoir site where storage of adequate volume can be combined 
with sufficient head to make its development profitable. 

A careful study of the cost of the regulation 
obtainable from the above named reservoirs 
and of the present needs of the river indicates that the proposed 
reservoirs at Cranberry lake and Newton Falls on the East Branch, 
and at Harrisville on the West Branch, having a total storage 
capacity of 11.0 billion cubic feet, will provide sufficient regula¬ 
tion to supply all demands for power likely to occur in the near 
future. If at a later date, the demand for power shall warrant 
the expense, the storage capacity on the West Branch can be in¬ 
creased by about 2.0 billion cubic feet by utilizing the basin be¬ 
tween KimbalTs Mill and Jerden Falls, but it is probable that such 


28 




increase will not become necessary for a considerable number of 
years. 

The following discussion is therefore limited to the regulation 
obtainable from: 

1. A total storage of 3.0 billion cubic feet in Cranberry lake. 

2. An additional storage of 3.0 billion cubic feet in the pro¬ 
posed Newton Falls reservoir to be operated in conjunction with 
Cranberry lake, so that the lake surface may be maintained at 
spillway level until the early fall. 

JL fJ 

3. A storage of 5.0 billion cubic feet in the proposed llarrisville 
reservoir on the West Branch. 


These reservoirs will provide a very high degree of regulation at 
all points above Hailesboro, and sufficient regulation for present 
needs at all points below that place. The complete regulation of 
the lower reaches of the stream is impracticable on account of the 
lack of suitable storage basins which can be profitably utilized. 

In the use of stored water through a number of plants at various 
distances from the reservoir, it is obvious that equal regulation 
cannot be secured at all points. Each reservoir must be so regu¬ 
lated as to provide, as nearly as possible, an equal year-round 
flow at some definte point on the stream. Under ordinary con¬ 
ditions this point should be so selected that, within the economic 
wheel installations at the various plants, a maximum amount ot 
energy will be added to the stream as a whole. If, however, this 
plan is strictly followed, it may be necessary at certain times, 
while the reservoir is filling, to completely close the outlet gates, 
and thus entirely, or very nearly, shut off all flow from a plant 
located at, or near, the reservoir. Such would be the case with 
both the Newton Falls and llarrisville reservoirs here proposed. 
It will therefore be necessary to determine a just and equitable 
minimum flow which should be maintained while the reservoir is 
filling, even though some plants at points further down stream have 
more water than thev can use. 

A careful study of the profiles of the Oswegatchie river and 
its main branches, and of the power developments thereon, in¬ 
dicates that the storage above Newton Falls should be so regulated 
as to give, as nearly as may be, an even flow at a point near South 
Edwards, and that the Harrisville reservoir should be regulated 


29 


tor a point near the month of the West Branch. Therefore, in 
the following studies of the benefits due to regulation, it has been 
assumed that the ( ranberry Take and Newton Falls reservoirs 
will be operated together for a point near South Edwards, and 
that a minimum How of 200 second feet will be maintained at 
Newton Falls while the reservoirs are filling. It is also assumed 
that the Harrisville reservoir will be regulated for the mouth of 
the West Branch. Due to the somewhat larger drainage area trib¬ 
utary to this reservoir, and to its somewhat smaller storage capac¬ 
ity, it will be practicable to maintain a minimum flow of 300 
second-feet at Harrisville while this reservoir is filling. On this 
basis mass curves and the resulting power-percentage-of-time 
curves have been computed and plotted, and from these the result¬ 
ing benefits at each of the existing plants and at all undeveloped 
power sites have been deduced. 


Power Developments and Possibilities. 

Basis of fhe economic development of a water power 

Comparison. usually requires a wheel capacity consider¬ 

ably in excess of that required for the minimum flow of the 
stream. Depending somewhat on the purpose for which the power 
is used, a turbine installation of sufficient capacity to utilize the 
whole flow of the stream for from 6 to 8 months each year is 
usually economical; if continuous year-round power is required, 
the deficiency during the low-water period is supplied by an auxili¬ 
ary plant. For the purpose of reducing all plants and undeveloped 
power sites to a common basis of comparison in this discussion, a 
wheel installation which can run at full capacity GO per cent, of 
the average year (7.2 months) has in each case been adopted as the 
economic development for either natural or regulated flow. 

All estimates of stream flow are based on mean monthly dis¬ 
charges. These flows will, of course, be subject to certain daily 
or weekly variations caused by the manipulation of pondage at 
plants further up stream, but in most cases, particularly at the 
undeveloped power sites, sufficient pondage can be obtained to 
eliminate, to a great extent, the effects of such manipulation. 

Owing to the impossibility of making, within the time allotted 
to this work, a thorough sub-surface investigation at each of the 


30 


undeveloped power sites, it lias been possible to prepare only 
rough estimates of the cost of developing these powers, but liberal 
assumptions have been made, and it is believed that these esti¬ 
mates are sufficiently accurate to form a reliable basis of com¬ 
parison of the relative merits of the various projects. Hydro¬ 
electric development has been assumed in each case, but the esti¬ 
mates for electrical apparatus do not include transformers or 
transmission lines. The cost of acquiring riparian rights is not 
included. 

The following statements briefly summarize the principal 
physical conditions at each of the existing plants and at unde¬ 
veloped power sites. The details of both present and proposed 
developments are shown in Table II, page 59, and Table III, 
following page 65. 

^ „ , The first water power on the Oswegatchie 

Ogdensburg. 1 ° 

river is at Ogdensburg, where a masonry dam 
creates an average gross head of twelve feet, and supplies power 
to the pumping plant of the city water works at the northerly end 
of the dam, and to several mills and factories grouped about an 
artificial forebav or “ basin ” near the southerlv end of the dam 

t/ V 

(see Plate IX). The present dam was built in 1910, replacing 
an old timber structure. It is 12 feet high, 347 feet long and 
founded on rock. The elevation of the spillway crest is 258 feet 
above sea level. At the southerly end of the dam a short canal 
connects with the aforesaid basin, around which are grouped the 
head-gates of various mills and factories. At the head of the fore- 
bay another canal diverts a portion of the water to other mills 
and factories south of Lake street. 

The power is partitioned into 101 privileges or “ rights,” of 
which 26 are termed first-class and 75 second-class. In 1872 the 
Supreme Court was called upon to define the rights of the several 
claimants. A right was defined as follows: “ That the quantity of 
water which constitutes a run of water under the provisions of 
Exhibits Xos. 6, 7, 8, 9, 10, 11 and 12, being such quantity as 
was sufficient with the most approved wheels and water saving 
machinery, to propel a run of stone with the necessary bolts and 


Plate YII 







PROPOSED DIKE 


STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION OF INLAND WATERS 

OSWEGATCHIE RIVER- WEST BRANCH 
PROPOSED HARRISVIl L.E RESERVOIR 


KIMBALL: 


MILL 


PROPOSED DIKE 


PROPOSED DIKE 


PROPOSED DAM 


6,0 OO 


2000 


000 


Scale of Feet 
Contour Interval, 10 Feet 


. ASST.ENGR. 


it CHIEF ENGR. 


SLUICE FALLS 


* 


DECEMBER 1813 


































■ 











.Ll -*» 


. naatsaM"** 


















































31 



End of Power Canal or “ Basin ” at Ogdensburg. 
Filled with Mud and Overgrown with Water Plants. 



Proposed Dam Site at Eel Weir Rapids. 

An Undeveloped Head of Thirteen Feet Within Five Miles of the City of 

Ogdensburg. 























32 


machinery of a flour mill, at the time said conveyances were exe¬ 
cuted, is twenty-five cubic feet per second when the fall is nine 
feet, or water enough to produce an equivalent power when the 
fall is more or less, to wit: 


32 cubic feet per second when fall is 7 feet. 


28 






” ” 8 


22.5 






” ” 10 


90 K 






” ” 11 



The said quantity being nearly equal to twenty-five horsepower, 
and such quantity is the amount hereinafter specified as the stand¬ 
ard quantity for a run.” (To produce 25 horsepower with the 
quantities and heads specified above, requires a wheel efficiency of 
about 98 per cent.) In accordance with this decree a system of 
weirs with movable crests was established. These weirs are of 
standard form, I feet wide and 5 feet deep, one being placed at the 
entrance to each penstock. All rights, both first- and second-class, 
are entitled to an equal share of the water as long as it is flowing 
over the dam, and until it has fallen one foot below the crest, when 
the second-class rights are shut off by raising the movable crests of 
the weirs. The whole of the available water is then divided among 
the first-class rights. The second-class rights can not again begin 
to use water until the surface of the pool above the dam has risen 
to within six inches of the crest. 

This method of operation has become extremely wasteful and 
inefficient. During the low-water period, there is seldom enough 
water to satisfy the claims of the holders of the 26 first-class rights 
(about 650 second-feet), consequently in order to shut off the 
second-class rights the pond level is quickly drawn down to the 
point one foot below the spillway crest, and is not allowed to rise 
above that point while the first-class rights are in use, or until 
the stream flow exceeds 650 second-feet. This practice causes a 
direct loss of about 10 per cent, of the available power of the 
stream. A large part of the remaining power is lost through leak¬ 
age of the basin walls, and the loss of head due to the clogging 
of the basin and tail-races with weeds and other debris. The heads 
actually in use at the various plants on July 1, 1912, varied from 
7.5 to 10.2 feet, as shown in Table I. 


MEAN MONTHLY FLOW IN CUBIC FEET PER SECOND 


Plate X 



of storage above Newton Falls, regulated for South Edwards 


Regulation obtainable at South Edwards. (East Branch) from 6.0 billion cubic feet 


2000 


0 _L 
3000 -r 


2000 -- 

.000 - - 

0 

10000-r 



9000- 


6000-- 



< ’ 


7000- 


6000-- 


5000-* 


4000- - 

3000- • 

f 

E 000 -- 


1000 


0 



_ _ . ... , . T- rn cr cr > J oa.L>uZ(D?0 : iZJ^0-P>uZ(D5D:>2Ji5a.^>OZ(D 

:jSibsa5S?5i5^ab8B-5SiS!giigg!g<g||iMlaglSISiiI 

g2S82s<sM < .noz o L. s < s < ■«° z °|^ * g 07 -4*-1 908 -4--1909-4*-1910 — 

1904—1905 *** 3 ... ,. r.-x 0 f s t oro ge above Jew ton Falls, regulated for South Edwords.and s.O billion cubic feet above Harrisville/ec. 


Resulting regulation at Ogdensburg , due to 6 0 billion cubic feet 


toted for 


_iv»Q.}->oZ®°p£>Z..J 

osuboutujo-i - 
-J<lOOZO.Tlt£<i -)'J 

1911--4*--1912 


1913 

Talcville 


STATE OF NEW YORK 

CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

HYDR06RAPH SHOWING EFFECTS 
OF PROPOSED REGULATION 
ON OSWEGATCHIE RIVER 


DECEMBER 1913 

_ASST. EN6R. 

.CHIEF ENGR. 


Indicates natural flow 


Indicates stored water 


Indicates draft on reservoir 


NOTE 

Mean monthly discharge 
shown in each case. 









































































































































































































33 


The most feasible plan for increasing the power output at this 
place appears to be to abandon the basin and canals leading to the 
various plants, and to develop the whole available power at a 
single hydro-electric plant. In this way the entire head of from 
12 to 13 feet could be fully utilized, and electric power could be 
distributed to the various factories in proportion to the number of 
rights owned. At the south end of the dam there is an especially 
favorable location for such a plant. The present dam and head- 
works could be used, and only a small amount of excavation would 
be necessary for a suitable tail-race. It would he no difficult 
matter to determine the amount of power which should be allotted 
to the owner of each first- and second-class right. 

The elevation of the water surface of the St. Lawrence river at 
Ogdensburg, as shown by the records of the War Department, 
varies approximately from 215 to 247 feet above sea level (U. S. 
G. S. datum), with a mean of 246. The elevation of the crest 
of the Ogdensburg dam is 258.0 and on July 1, 1912, the water 
surface of the St. Lawrence river was 246.2. The gross available 
head, without dashboards, therefore, varies from 11 to 13 feet, 
with a mean of about 12 feet. By using 12-inch dashboards and 
allowing a daily pondage depletion of not more than 2 feet, an 
average working head of 12 feet would he available. 

The power-percentage-of-time curve (Plate XI) shows in 
graphic form the available power from the natural stream dow, 
from the present dow as regulated by the Cranberry Lake reservoir, 
and from the proposed regulation due to 6.0 billion cubic feet of 
storage above Xewton Falls, regulated for South Edwards, and 
5.0 billion cubic feet above Harrisville, regulated for the mouth of 
the West Branch. A tabulation of these dows and the resulting 
power is also shown in Table ILL It is here seen that with the 
proposed regulation the low-water dow of Ogdensburg would be 
practically doubled, thus obviating, to a great extent, the neces¬ 
sity for auxiliary power. (The hydrograph, Plate IX, shows 
the result of this regulation at Ogdensburg, and also at Talcville 
and South Edwards.) 

2 


34 


TABLE 1. 


Head in use at the Various Plants in the City of Ogdens¬ 


burg, July 1 , 1912. 


City of Ogdensburg. 

Burt Wool and Leather Co. . . 

J. E. Eell. 

John Glass. 

H. H. Brown. 

L. A. Green. 

James McCasland. 

Proctor Manufacturing Co.. . . 

Maple City Milling Co. 

A. A. Babcock Pump Co. 

Hackett Hardware Co. 

Ogdensburg Roller Mills. 

Bill, Bell & Co. 

Ogdensburg Light & Power Co 


10.2 

feet 

7.5 

V 

7.5 

yy 

hr r* 

1 .0 

V 

7.4 

V 

10.2 

V 

8.0 

V 

9.8 

J? 

10.2 

yy 

7.4 

V 

7.4 

yy 

9.9 

V 

9.9 

V 

9.4 

V 


Elevation of crest of dam. 258.0 

Elevation of pool below dam July 1, 1912. 246.2 

Elevation of pool above dam July 1, 1912. 256.4 


Available head (without dashboards) July 1, 1912 11.8 


Eel Weir Rapids. 


At the foot of this rapids, about four miles 
above the city of Ogdensburg, a dam 13 
feet high above the present stream bed would concentrate all 
the available head between the Ogdensburg dam and Black lake. 
The dam would be founded on solid rock, with spillway crest at 
elevation 272, the low water elevation of Black lake. The power 
plant would be located at the northerly end of the dam, using the 
present river channel as a tail-race. Suitable materials for con¬ 
crete and cyclopean masonry are to be found at or near the site. 
With the proposed regulation due to 11.0 billion cubic feet of 
storage, it is estimated that a minimum flow of 950 1 second-feet 
could be maintained, and for 60 per cent, of the average year a 
flow of about 1,780 second-feet. With a working head of 13 feet 
this would make available 1,120 continuous 24-hour horsepower, 
and from 7 to 8 months each year, about 2,100 horsepower. 





















Horsepower per Foot of Head at 00 / Efficiency • 


35 


Plate 


STATE OF NEW YORK 
CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

POWER-PERCENTAGE-OF-TIME CURVES 

OSWEGATGHIE RIVER AT OGDENSBURG 



- Indicates computed natural flow 

-Indicates regulated flow due fo present storage in 

Cranberry Labe 

--- Indicotes regulated How due to 6-0 billion cubic 

feet of storage above Newton Falls and 5.0 
billion cubic feet above Harrisville 



Discharge-Cubic Feet per Second 










































































































36 


Biased on regulated flow and an installation of 2,200 horsepower, 
the approximate cost of this development is estimated as follows: 


Dam and appurtenances. $61,900 

Power house. 16,000 

Hydraulic and electrical machinery. 53,000 

Engineering and contingencies, 15 per cent. 19,600 


Total. $150,500 

Cost per horsepower of installation. $68.41 


Heuvelton. 


Rensselaer Falls. 


A timber dam at this place creates a work¬ 
ing head of 9 feet, which, during the low 
water period, might he increased by one or two feet by means 
of dashboards. The present installation of about 180 horsepower 
is used to operate a grist-mill and a small electric plant. A new 
dam at a point about midway between the present dam and the 
highway bridge would make available a total head of 12 feet. 
With regulation from the proposed reservoirs and a working head 
of 11 feet, about 950 continuous horsepower, and 1,540 horse¬ 
power for 60 per cent, of the average year would be available. 

An average working head of 7 feet is here 
obtained by means of a timber dam. Power 
is used by four small factories having a total installation of 330' 
horsepower. An extensive area of swamp land a short distance 
up stream prevents the use of dashboards or an increase in the 
height of the dam, but by deepening the tail-races slightly a total 
head of 8 feet might be obtained. 

Coo er’s F 11 ^ low ^ am i liex P en sive construction 

would here make available a gross head of 

from 6 to 7 feet, but until there is a greater demand for power 
it will probably not be found economical to develop this fall. 

At this point a timber crib dam across a 
rock gorge creates a head of 9 feet and 
furnishes power to operate a small sawmill. A new dam having 
a maximum height of 23 feet above the present stream bed, and a 
total length of about 600 feet, would provide a working head of 
22 feet and a pondage area of from 6,000,000 to 8,000,000 square 


Elmdale. 












37 


feet. A new highway bridge would he required, and about 2,000' 
feet of new State road would have to be relocated; also about 100 
acres of pasture land and four or five dwellings would be flooded. 
The proposed regulation due to 11.0 billion cubic feet of storage 
above Newton Falls and Harrisville would in the average year 
maintain a continuous flow of about 850 second-feet, and for 
from 7 to 8 months each year, a flow of about 1,380 second-feet. 
The estimated cost of this development, based on regulated flow 
and a wheel installation of 2,800 horsepower, exclusive of riparian 


rights, is as follows: 

Dam and appurtenances. $55,600 

New bridge and relocation of highway. 30,000 

Buildings and property damage. 10,000 

Power house. 19,000 

Hydraulic and electrical machinery. 43,000 

Engineering and contingencies, 15 per cent. 23,000 


Total. $181,000 

Cost per horsepower of installation. 


$64.79 


Wegatchie. 


Power to operate a small sawmill is here 
obtained by means of a timber dam utiliz- 
ing a head of 9 feet. About 2,000 feet up stream from the 
present dam, a small island in a rock gorge divides the river into 
two channels. At the head of this island a dam from 15 to 20 
feet high and not more than 400 feet long would provide a work¬ 
ing head of 23 feet and a pondage area of over 2,000,000 square 
feet. Tn addition to the diversion dam, this development would 
require an outlet tunnel about 300 feet long across the head of 
the island. The power plant would be located on the westerly 
side of the island at the foot of a short rapids. It would also be 
necessary to raise the Carney highway bridge about 10 feet and 
about 500 feet of the highway from 5 to 10 feet. With the pro¬ 
posed regulation it would be possible to maintain a continuous 
flow of about 830 second-feet, or for 60 per cent, of the average 
year, a flow of about 1,360 second-feet. The approximate cost 

V 

of this development, based on regulated flow and a wheel instal- 















38 



Part of Proposed Dam Site Above IIailesboro. 



Proposed Dam Site at Wegatchie, 













30 


lation of 2,900 horsepower, exclusive of riparian rights, is esti¬ 
mated as follows: 


Dam and appurtenances, including outlet 

tunnel. $80,500 

Raising bridge and highway. 5,000 

Power house. 19,000 

Hydraulic and electrical machinery. 44,500 

Engineering and contingencies, 15 per cent, 22,000 


Total. $171,000 

Cost per horsepower of installation. $58.00 


Natural Dam 
Lower Plant. 


Gouvern^ur. 


A working head of 0 feet is here available. 
The power was formerly utilized in the 
operation of a talc mill, hut the mill has been standing idle for a 
number of years, and at present the power is hot in use. 

Natural Dam The entire available head of 20 feet be- 

Upper Plant. tween Gouverneur and the above described 

plant is here made use of in the operation of a pulp and paper 
mill. Regulation of the stream flow appears to be the only feas¬ 
ible means of increasing the power output at this plant. 

Power from an average head of about 7 feet 
is here divided among; eight small mills and 
factories. Most of these plants are using old obsolete wheels of 
extremely low efficiencies, consequently a large percentage of the 
available power of the stream is wasted. To obtain the best results, 
the entire development should be concentrated in one plant, and 
electrical energy distributed to the various users. 

This village is the center of the talc industry 
of Hew York State, and the power here de¬ 
veloped is used almost exclusively in the grinding of talc. At a 
point about one mile above the village the river divides into two 
branches and flows around an island having an area of about one 
square mile. It is estimated that under ordinary conditions the 
south channel carries about 75 per cent., and the north channel 
about 25 per cent, of the flow of the stream. In a series of falls 
and rapids covering a distance of about two miles the river has a 


Hailesboro. 













40 


Plate XII 


STATE OF NEW YORK 
CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

POWER-PERCENTAGE-OF-TIME CURVES 

05WEGATCHIE RIVER AT HAILESBORO 

9 

DECEMBER 1313 



>_ASST. ENGR. 

.CHIEF ENGR. 


Indicates natural flow 


-Indicates regulated flow due to present storage in 

Cranberry Lake 

- — Indicates regulated flow due to 6.0 billion cubic 

feet of storage above Newton Falls and 5.0 
billion cubic feet above Harrisville 


£40 


o 

c 

a) 

o 


LJ 

O 

GO 


~o 

a 

QJ 


O 

o 

i2 

L. 

(V 

a 

L. 

<D 

$ 

O 

a 

au 


200 


60 


20 


80 


O 

X 40 




> 

\ 

L \ 

























\N 

























\ 


























\\ 

























\ 


























\\ 



















































\\ 

V 

























\ 

\\ 

























v 


























\ 



















































































































































































\\ 


























\ 

























V. v 

v 


























\ 


























\ 











































































































\ 


























\ 

























N 




















































- 2600 


h 2000 C 

o 

(J 

v 

07 

o 

a 


- 1800 


- 1600 


2200 


Q) 

i2 

1400 O 

_Q 

O 

V 


- 1200 


Q) 

CP 

IOOO o 
c 
o 
i n 

800 q 


- 600 


- 400 


- 200 


20 40 60 80 

Percentage of Time — Average Year 


100 










































































41 


fall of 140 feet, about half of which is now developed by nine small 
plants utilizing heads of from 7 to 25 feet, and having a total 
installation of about 3,840 horsepower. None of these plants has 
any considerable amount of pondage, and their efficient operation 
is materially interfered with by the ponding of water at plants 
further up stream. It is estimated that under ordinary conditions 
the total power output from these plants does not exceed 3,500 
horsepower-years per annum. 

By building a diversion dam 10 feet high above the present 
water surface, at a point about one-half mile above the head of 
the island above mentioned, and conducting the water to the 
foot of the island through a 17-foot tunnel 6,600 feet long, a gross 
head of 150 feet can be secured, and the entire available power 
concentrated at one plant. With the proposed regulation due to 
11.0 billion cubic feet of storage it would be possible to maintain 
a continuous flow of at least 800 second-feet, and for 60 per cent, 
of the average year, a flow of about 1,250 second-feet. These flows 
through a working head of 140 feet would produce, at 80 per cent, 
efficiency, 10,200 continuous horsepower, or 15,900 horsepower for 
60 per cent, of the average year. Following is the estimated cost 
of this development, based on regulated flow and a wheel installa¬ 


tion of 18,000 horsepower: 

Dam and head-works. $57,000 

17-foot tunnel, including shafts. 657,000 

Surge tank, penstocks, valves, etc. 76,000 

Power house. 35,000 

TTvdraulic and electrical machinery. 158,000 

Engineering and contingencies, 15 per cent. 147,000 


Total. $1,130,000 


Cost per horsepower of installation 



Emeryville. 


At this place a low crib dam at the crest of 
a small waterfall creates a 31-foot head, 
power from which is used in the operation of a pulp mill. There 
is apparently no way of increasing the power output at this plant, 
except by regulation of the stream flow. 














42 


Two low timber dams, one on either side of 

Hy a tt ' 

a small island about one-balf mile below the 
junction of the East and West Branches, concentrate the available 
head of 24 feet between the crest of the Emeryville dam and the 
tail-water of the power plant at the mouth of the West Branch. 
This power was formerly used in the operation of a talc mill, but 
since the mill was burned, two or three years ago, the power has 
not been in use. A moderate sum would place this plant again in 
service. 

East Branch. 


Talcville. 


Power from a 16-foot head created by a, 
crib dam and timber flume 260 feet long is 
here used in the talc mines on the west bank of the river. The 
head might be increased by one or two feet by deepening the tail- 
race and using low dashboards during the low-water period. 

A short distance above the village of Talc¬ 
ville the river flows through a rock gorge, 
and in a distance of about one-quarter mile 
has a total fall of 15 feet. A dam 14 feet high above the present 
stream bed and not more than 200 feet long would utilize all that 


Talcville 

Undeveloped Site. 


is practicable of the fall between the crest of the dam last men¬ 
tioned and the tail-water of the plant at Edwards. With the pro¬ 
posed regulation due to 6.0 billion cubic feet of storage above 
Newton Falls, it would be possible to maintain a continuous flow 
of about 400 second-feet, and for from 7 to 8 months each year, 
a flow of about 660 second-feet. With a working head of 14 feet 
the latter flow would make available about 840 continuous 24-hour 
horsepower for 60 per cent, of the average year. Following is the 
estimated cost of this development, based on regulated flow and an 
installation of 850 horsepower: 


Dam and appurtenances. $17,300 

Power house. 8,000 

Hvdraulic and electrical machinery. 19,000 

Engineering and contingencies, 15 per cent. 6,700 


Total 


$51,000 


$60.00 


Cost per horsepower of installation 












horsepower per Tool of Head af 80 % Efficiency 


4a 


Plate XIII 


STATE OF NEW YORK 
CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

POWER-PERCENTAGE-OF-TIME CURVES 

OSWEGATCHIE RIVER -EAST BRANCH 
AT SOUTH EDWARDS 


DECEMBER 1913 



_A5STENGR 

ENGR 


- Indicates natural flow 

-Indicates regulated flow due to present storage in 

Cranberry Lake 

-———. Indicates regulated flow due to 6.0 billion cubic 
feef of storage above Newton Falls 



Discharge-Cubic Feet per Second 













































































































































































44 


This estimate is for a solid masonry dam. By the use of a re¬ 
inforced concrete or other hollow type of dam, the cost might be 
materially reduced. The bed and banks of the river at this point 
are of solid rock. 


Edwards. 


A small island at this place divides the river 
into two branches. In the southerly channel 
a short timber dam creates a head of 10 feet, and provides power 
for the operation of a grist-mill and a small lighting plant. A 
similar dam in the northerly channel formerly supplied power to 
a sawmill and an excelsior plant, but since these mills were de¬ 
stroyed by fire a few months ago, the power has not been used. 
During the low-water period the head at these dams might be 
increased by one or two feet by the use of dashboards. 

South Edwards At the head of a series of falls and rapids 

Lower Plant. a ] ow timber dam, with a head-race and 

flume about 100 feet long, concentrates a head of 37 feet. This 
power was until recently used in the operation of a pulp mill, but 
on the exhaustion of the local timber supply the pulp machinery 
was removed, and an electric generator was installed in its place. 
Provision has been made for the installation of an additional unit 


at a future date. 

By means of a steel penstock or other conduit about 6,500 feet 
long, carrying the water to the foot of the “ Cotton Rapids,” a 
gross head of 87 feet could be made available. The proposed 
storage of 6.0 billion cubic feet of water in the Rewton Falls and 
Cranberry Lake reservoirs would be sufficient to maintain a con- 
tinuous flow of about 400 second-feet, or for 60 per cent, of the 
average year a flow of about 570 second-feet. 

O iJ 

South Edwards This plant utilizes a gross head of 84 feet. 

Upper Plant. A masonry dam 54 feet high across a rock 

gorge diverts water into a 10-foot riveted steel penstock, which de¬ 
livers it to the power house 1,150 feet down stream. Two 1,600- 
horsepower turbines direct-connected to 1,200 kv-a. generators de¬ 
velop electrical energy which is transmitted to Harrisville, 10 
miles distant, and used in the mills at that place. During the low- 
water period a small increase of head might be obtained by the use 
of dashboards. 


45 


Madison Chute. 


About two miles below the village of Fine 
the river has cut its way through a ridge 


of hard granitic rock, forming a narrow gorge known as Madison 
Chute. A dam 25 feet high above the present water surface and 
not over 160 feet long at spillway level, with a steel penstock or 
other conduit about 5,000 feet long, would provide a gross head 
of 103 feet, and utilize practically all the available fall between 
the pool of the upper plant at South Edwards and the tail-water 
of the tannery dam at Fine. This development would submerge a 
7-foot head created by an old crib dam at a point about one mile 
up stream from the proposed dam site. This power, however, has 
not been in use for several years. 

The regulated stream flow would be practically the same as at 
South Edwards. With a net working head of 95 feet, the proposed 
regulation would make available a minimum of about 3,450 horse¬ 
power, and for 60 per cent, of the average year, about 4,900 con¬ 
tinuous 24-hour horsepower. Based on regulated flow and an in¬ 
stallation of 5,000 horsepower, the approximate cost of this de¬ 
velopment is estimated as follows: 


Dam and outlet works. $47,700 

Twelve-foot riveted steel conduit 5,000 feet 

long. 170,000 

Surge tank, penstock, valves, etc. 39,000 

Power house. 22,000 

Hvdraulic and electrical machinery. 57,000 

«y ^ 

Engineering and contingencies, 15 per cent. 50,300 


Total. $386,000 


Cost per horsepower of installation. $77.20 


The cost of the dam might be reduced somewhat by using a 

reinforced concrete or arched type of dam. 

Just above this village a head of 13 feet was 
Fine * formerly utilized by a tannery, but since the 

tannery was closed down several years ago the powei lias not been 
in use! The dam, a timber structure, is now in very poor state 














46 



Proposed Pam Site at Madison Chute. 



Pock Pam — Included in Madison Chute Power Project. 















47 


of repair. About 400 feet above tliis dam, at the head of a short 
rapids, is a small veneer mill which secures power from a 12-foot 
head created by a low crib dam and a short timber flume. The 
combination of these two powers offers a favorable opportunity for 
the creation of a 00-foot head at a very reasonable cost. The pro¬ 
posed dam would be located just below the highway bridge midway 
between the aforesaid dams. It would have a maximum height of 
50 feet above stream bed and a total length of about 1,250 feet. 
The power house would be located on the southerly bank of the 
river just below the tannery dam. This development would make 
necessary the relocation of about 2 miles of highway and 2 bridges. 
It would also flood 4 or 5 farm houses and 100 acres of farm land. 
With the proposed regulation from the Newton Falls and Cran¬ 
berry Lake reservoirs it would be possible to maintain a continu¬ 
ous flow of about 390 second-feet, and for 00 per cent, of the 
average year, a flow of about 550 second-feet. Based on regulated 
flow and an installation of 3,000 horsepower, the approximate cost 


of this development is estimated as follows: 

Dam and appurtenances. $137,500 

Relocating highway and bridges. 12,000 

Farm land and buildings. 13,000 

Power house. 11,000 

Hydraulic and electrical machinery. 32,000 

Engineering and contingencies, 15 per cent 30,500 


Total 


$236,000 


Cost per horsepower of installation 


$78.07 


This project contemplates a masonry dam 
of freeboard section across the present stream 
bed, and a spillway 300 feet long on the northerly bank of the 
river. The dam would have a total length of about 600 feet and 
a maximum height above stream bed of 50 feet. It would make 
available a working head of 50 feet. I he bed and banks of the 














Horsepower per Foot of Head at 80% Efficiency 


48 


Plate XI V 


STATE OF NEW YORK 
CONSERVATION COMMISSION 

DIVISION OF INLAND WATERS 

POWER-PERCENTAGE-OF-TIME CURVES 

05WEGATCHIE RIVER-EAST BRANCH 
AT BROWNS FALLS 



- Indicates natural flow 

-Indicates regulated flow due to present storage in 

Cranberry Lake 


Indicates regulated flow due to 6.0 billion cubic 



Discharge-Cubic Feet per Second 















































































49 


^^^ hard granitic rock. the power house would he 
located at the southerly end of the dam, using the present channel 
as a. tail-race. The regulated stream flow at this point would he 
practically the same as at Fine, Based on regulated flow and 
an installation of 2,500 horsepower, the approximate cost of this 
development is estimated as follows: 

Dam and appurtenances. $159,000 

Power house. 9,000 

Hydraulic and electrical machinery. 27,000 

Engineering and contingencies, 15 per cent. 29,000 

Total. $224,000 

Post per horsepower of installation. $89.60 


Brown’s Falls. 


A working head of 53 feet is here utilized 
by means of a low crib dam and a 10-foot 
riveted steel penstock about 450 feet long, which delivers water to 
two 660-horsepower turbines direct-connected to 350 kw. genera¬ 
tors. Power is transmitted to Benson Mines, four miles distant, 
and nsed in the iron mines at that place. A new dam at the head 
of the falls, and a larger power plant are now under construction. 

In this series of falls and rapids there is available a gross head 
of 272 feet, which could be secured bv means of a dam about 70 
feet high at the crest of the upper falls, and a penstock about 7,000 
feet long, carrying the water to the foot of the rapids just above 
the mouth of the Little river. With the proposed regulation due 
to 6.0 billion cubic feet of storage, regulated for South Edwards, 
it would be j^ossible to maintain at this place a minimum flow of 
about 220 second-feet, and for 60 per cent, of the average year, a 
flow of about 360 second-feet. 

Two plants are in operation at this place. 
The lower plant, a pulp mill, utilizes a 21- 
foot head created by a timber dam. At the upper plant, power 
from a 32-foot head, secured by means of a low masonrv dam and 

7 «/ t J 


Newton Falls. 












50 


a 10-foot riveted steel penstock about 500 feet long, is used in the 
operation of a paper mill. A penstock 3,500 feet long, carrying 
water from the upper dam to the lower plant, would make it pos¬ 
sible to utilize at one plant the whole available head of 60 feet. 


Talcville. 


West Branch. 

A reinforced concrete dam at a point about 
2,000 feet above the mouth of the West 
Branch utilizes the total available head of 19 feet. Electric 
power is generated and transmitted to a talc mine and mill about 
two miles away. Regulation offers the only means of increasing the 
power output at this plant. 

Fullerville A crib dam 11 feet high, with 24-inch flash- 

Lower Plant. boards, here creates a head of 13 feet and 

supplies power for the operation of a talc mill. No appreciable in¬ 
crease of head seems to be possible at this point. 

Fullerville Just above the Fullerville highway bridge 

Undeveloped Fall. is a fall of 13 feet, which can be very eco¬ 

nomically developed. It is understood that this power is now 
being developed for use in the nearby talc mines. 

Fullerville At this point a crib dam in very poor state 

Upper Plant. 0 f repair creates a head of 18 feet, and 

supplies power to a talc mill. No increase of head appears prac¬ 
ticable at this place. 

This falls offers a favorable opportunity for 
a low-head development at a very reasonable 
cost. At the crest of the falls a dam not over 8 feet high and 40 
feet long would divert the water into a small channel on the 
easterly side of the river, which, with a small amount of excava¬ 
tion, could be utilized as a head-race. The power plant would be 
located at the junction of this channel and the main river near 
the foot of the falls. With the proposed regulation due to 5.0 
billion cubic feet of storage in the Harrisville reservoir, it is esti¬ 
mated that in the ordinary year it would be possible to maintain 
a continuous flow of about 380 second-feet, and for from 7 to 8 
months each vear, a flow of about 550 second-feet. Based on this 


Hazelton Falls. 


Horsepower per Foot of Head at 80% Efficiency 


51 


Plate XV 


STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION OF INLAND WATERS 
POWER-PERCENTAGE-OF-TIME CURVES 

OSWEGATCHIE RIVER-WEST BRANCH 

AT TALCV1LLE 


DECEMBER 1013 



_ .ASST. ENGR 
i^CXHIEF ENGR. 


Indicates natural flow 

Indicates regulated flow due to 5.0 billion cubic 
feet of storage above Harrisville 



Discharge-Cubic Feet per Second 











































































































52 


regulation and an installation of 700 horsepower, the estimated 
cost of this development is as follows: 

Dam and appurtenances, including head 


and tail-races. $19,700 

Power house. 8,700 

Hydraulic and electrical machinery. 15,600 

Engineering and contingencies', 15 per cent. 6,600 


Total. $50,600 


Cost per horsepower of installation. $72.28 

—~~ — - ~ « 


In this rapids the river has a total fall of 32 
feet in a distance of about one mile. Hear 
the lower end of the rapids a dam 200 feet long with spillway 
crest 22 feet above stream bed, and a head-race about 150 feet 
long, would provide a working head of 30 feet. With the proposed 
regulation from the Harrisville reservoir the minimum flow would 
he about 375 second-feet, and for 60 per cent, of the average year, 
about 530 second-feet. The estimated cost, based on regulated 
flow and an installation of 1,500 horsepower, is as follows: 

Dam and appurtenances, including head¬ 


race . $43,700 

Power house. 12,600 

Hydraulic and electrical machinery. 28,500 

*y 7 

Engineering and contingencies, 15 per cent, 12,700 


Total. $97,500 


Cost per horsepower of installation. $65.00 


It might be possible to combine the last two projects by build¬ 
ing a dam 30 feet high at the crest of Hazelton falls, but sufficient 
data are not at hand to determine the feasibility of this possi- 























53 


Gales Rapids. 


bility. A total working head of 44 feet would be available and 
no valuable property would be flooded. 

About 3.5 miles below the village of Harris- 
ville is a rapids having a fall of 14 feet in 
a distance of about 1,000 feet. A working head of 16 feet could 
be obtained without Hooding valuable property. The dam would 
be located at the middle of the rapids and would be about 200 
feet long and 12 feet high above the stream bed. A head-race 
about 300 feet long would he required to carry the water to the 
power house at the foot of the rapids. The easterly bank and bed 
of the river are of rock; the westerly bank is of glacial drift, offer¬ 
ing a favorable location for a head-race to the power plant. The 
minimum regulated flow in the ordinarv year is estimated at 370 
second-feet, and about 500 second-feet for from 7 to 8 months 
each vear. Based on regulated flow and an installation of 750 
horsepower, the estimated cost is as follows: 

Dam and appurtenances, including head¬ 
race . 

Power house. 

Hydraulic and electrical machinery. 

Engineering and contingencies, 15 per cent. 


$29,500 

9,200 

16,500 


8,300 


Total . 


$63,500 


Cost per horsepower of installation. $84.67 


Conditions are favorable for the erection of a multiple arch or 
reinforced concrete dam at this point, A considerable reduction 
in cost might be obtained in this way. 

Harrisville A masonry darn 20 feet high and a steel 

Paper Mill. penstock 600 feet long here utilize the avail¬ 

able head of 36 feet. Power is used in the operation of a pulp 
and paper mill. Regulation apparently offers the only means of 

increasing the power output at this plant. 

About one-half the stream flow under a head 
Planing Mill. () £ 5 f eet | s | iere utilized in the operation of 

a planing mill and carpenter shop. The power output could be 
practically doubled by diverting the whole flow of the stream 











54 


Plate XVI 


STATE OF NEW YORK 
CONSERVATION COMMISSION 
DIVISION OF INLAND WATERS 

power-percentage-of-time curves 

OSWEGATCHIE RIVER-WEST BRANCH 
AT HARRISVILLE 


DECEMBER 1913 



ASST. ENGR. 
<4^^_CHIEF ENGR. 


12.0 


Indicates natural flow 

Indicafes regulated flow due to 5 0 billion cubi< 
feet of storage above Harrisville 


u 

c 

a) 

o 


Ld 

O 

CO 

~o 

TJ 

O 

q; 

x 


o 

|S 

L 

CJ 

a 

L 

<D 

o 

CL 

0 ) 

in 

v_ 

O 

X 


IOO 



1200 


IOOO 


800 


40 


~D 

c 

o 

O 

o 

(0 

L 

a> 

a 

ID 

i£ 

g 

_Q 

3 

U 

l 

O 

CD 

L 

O 

C 

o 

ID 


— 400 - 


— GOO 


Q 


200 


20 40 GO 80 

Percentage of Time — Average Year 



















































































55 


through the wheels of the plant, hut the most efficient plan would 
be to combine this and the two plants next above under a single 
head using the entire How of the stream. 

Grist-mill and A 12-foot head is here created by a crib 

Sawmill. dam about 130 feet long. At the westerly 

end of the dam about one-half the stream flow is used by a grist- 
mill, while at the easterly end a small sawmill is operated by the 
remaining flow of the stream. The water discharged from the 
grist-mill is used by the planing mill above described. By com¬ 
bining these three plants a total working head of 17 feet would 
be available, and with the proposed regulation due to 5.0 billion 
cubic feet of* storage it is estimated that a continuous flow of 300 
second-feet could be maintained, and for GO per cent, of the aver¬ 
age year, a flow of about 375 second-feet would he available. 
Undeveloped Site At a punt immediately below the mouth of 

Above Harrisville. South creek a dam 31 feet high above low- 
water level would utilize the entire available fall between the crest 
of the grist-mill dam at Harrisville and the outlet works of the 
proposed reservoir. The dam would have a total length of 450 
feet at spillway level and a maximum height of about 40 feet. 
The bed and banks of the river at this point are of granitic rock. 
The power house would he located at the easterly end of the dam. 
Under the proposed scheme of regulation a minimum flow of 300 
second-feet would be maintained at this point during the filling of 
the reservoir. For 60 per cent, of the average year, a flow of 
about 375 second-feet would be available. The cost of developing 
this power would be rather high, and without regulation the pro¬ 
ject would probably not be feasible. Based on regulated flow and 
an installation of 1,000 horsepower, the approximate cost is esti¬ 
mated as follows: 

Dam and appurtenances. $85,200 

Power house. 8,500 

Hydraulic and electrical machinery. 20,000 

Engineering and contingencies, 15 per cent. 17,300 

; ' fu ____________ 

Total. $131,000 

Cost per horsepower of installation. $131.00 











5G 



Proposed Dam Site at Flat Rock. 







Indian River — Water Power at Rossie 



















The proposed dam would destroy a head of 8 feet at a saw¬ 
mill about one mile upstream. This mill, however, is operated 
by steam, and the water power has not been used for several years. 


Kimball’s Mill. 


1 lie above estimate of cost does not include the value of this water 
power, or of other riparian rights. 

On the West Branch about three miles above 
the mouth of the Middle Branch, a head of 
15 feet created by a crib dam is utilized in the operation of a 
veneer mill. This head would be entirely destroyed by the pro¬ 
posed ITarrisville reservoir, but at small expense the plant could 
be relocated at a point a few hundred feet upstream where a 
head of 17 feet is available. 


Rossie. 


Theresa. 


Indian River. 

On the Indian river the feasible power sites 
have been quite fully developed. At Ros¬ 
sie a head of 23 feet, created by a low crib dam at the crest of the 
falls, formerly supplied power for the operation of a blast fur¬ 
nace and two or three small factories. These plants, however, 
have been in disuse for several years; only a grist-mill and a 
small sawmill now operate intermittently when water is available. 

A total fall of 81 feet is here developed, at 
three dams supplying power to four plants. 
At the lower plant a 50-foot head is utilized by means of a low 
masonry dam at the crest of a waterfall, and a short steel pen¬ 
stock connecting with the power house at the foot of the falls. 
Electric power is generated and used in a silk mill nearby. 

A reinforced concrete dam a few hundred feet upstream creates 
a gross head of 18 feet. A grist-mill at the southerly end of the 
dam uses water under the full head of 18 feet. The pumping 
plant of the village water works is also located in this mill; it is 
operated chiefly at night, using power which would otherwise be 
wasted. At the northerlv end of the dam but 9 feet of the avail- 
able head is used in the operation of a sash and blind shop. 

About one mile above the village is the municipal lighting 
plant, using power from a 13-foot head created by a masonry 
dam. This head could he increased by one or two feet by deepen- 


58 


Philadelphia. 


ing tlie tail-race; during the low water period, 12- or 24-inch 
dashboards would be permissible. 

The municipal lighting plant of this village 
is located about one mile down stream from 
the village. A working head of 20 feet is created by a masonry 
dam of freeboard section and two small auxiliary dams which 
form the spillway. This head could be increased by three or four 
feet by deepening about 400 feet of the tail-race. Through the 
village of Philadelphia the river has a total fall of 57 feet, which 
is partially developed by two low timber dams. The first of 
these, at the crest of the lower falls, makes available a head of 40 
feet, 16 feet of which is utilized in the operation of a grist-mill. 
The remaining 24 feet could be obtained at small expense by deep¬ 
ening the wheel-pit and lowering the wheels. At the upper dam 
the water is divided among two furniture factories and a grist¬ 
mill, using heads of from 10 to 12 feet. All three have to close 
down or use auxiliary power during the summer months. 

The total head of 57 feet at this place could be utilized by com¬ 
bining these heads and developing power at a single plant at the 
foot of the falls, below the lower grist-mill. A considerable in¬ 
crease in the total power output could thus be secured. 

At this place a head of 13 feet is developed 
by a masonry dam. Such power as is 
available is used in the operation of a lighting plant, a sash and 
blind shop, and a small sawmill. These plants are obliged to 
close down or use auxiliary power during the summer months. 

Between Antwerp and Natural Bridge the river has a total 
fall of about 250 feet, but less than 40 feet of this head is now in 
use. About one mile above the village is a box factory using a 
13-foot head created by a timber dam. Auxiliary power is used 
during the summer months. Half a mile further up stream is a 
small sawmill using a 15-foot head during the spring and early 
summer only. Another head of 17 feet was formerly utilized by 
a grist-mill, but both mill and dam are now in ruins. At 
“ Wood’s Mill ” a grist-mill and a small sawmill are intermittent!v 
operated by power from a 9-foot head. There are also several 
falls and rapids, at which heads of from 10 to 20 feet could be 
very cheaply developed, but owing to the small tributary drain- 


Antwerp. 


59 


age area and the lack of storage facilities these possibilities are 
not at present considered practicable. 

^ a There are five low-head developments at this 

Natural Bridge. _ r 

place, the first of which is a 22-foot head 
created by a crib dam recently built to supply power to a nearby 
talc mine. Next is a 15-foot head, power from which is used in 
a lime factory. A short distance further upstream is a grist-mill 
using a 20-foot head; and then a small custom sawmill with a. 12- 
foot head. The last power development on the river is a 15-foot 
head just above the highway bridge, but this power is not at 
present in use. All these plants are obliged to use auxiliary 
power, or remain idle, during the summer months. 


TABLE IT. 

Power Statistics—Indian River 



Nature of 

Drainage Elevation of Working . 

Rated h. p. 

Locai ion 

business 

area crest of dam 

head of turbines 

Rossie. 

. . . Sawmill . 

381 

295 

23 

20* 

Rossie. 

. . . Grist-mill . 

381 

295 

23 

20* 

Theresa. 

. . . Power plant. 

324 

354 

50 

1, 480 

Theresa.. 

. . . Grist-mill . 

324 

374 

18 

250 

Theresa. 

. . . Sasli and blinds... 

324 

374 

9 

40* 

Theresa. 

. . . Lighting plant. 

324 

389 

13 

168 

Philadelphia. 

. . . Lighting plant. . . . 

229 

418 

20 

240 

Philadelphia. 

. . . Grist-mill . 

229 

458 

16 

20* 

Philadelphia. 

. . . Furniture factory. 

229 

475 

12 

94 

Philadelphia. 

. . . Grist-mill . 

229 

475 

10 

33 

Philadelphia. 

. . . Furniture factory. 

229 

475 

10 

45 

Antwerp. 

. . . Lighting plant. 

157 

495 

15 

194 

Antwerp. 

. . . Sawmill . 

157 

495 

13 

30* 

Antwerp. 

. . . Sash and blinds.. . . 

157 

495 

13 

25* 

Antwerp. 

. . . Box factorv. 

157 

517 

13 

277 

Antwerp. 

. . . Sawmill . 

157 

532 

15 

75* 

Wood’s Mill. 

. . . Sawmill . 

125 

610- 

9 

25* 

Wood’s Mill. 

. . . Grist-mill . 

125 

610 

9 

25* 

Natural Bridge . . . 

. . . Power plant. 

60 


22 

200 

NT n f n r s\ 1 Rrwlop 

Lime . 

60 


15 

40* 

NTcifiiirnl Rrirlo-p 

Grist-mill . 

51 


20 

143 

\T1I11rfll T? r i rl crp 

Sawmill . 

51 


12 

35* 

Natural Bridge. . . 

. . . (Not in use). 

51 


15 

35* 

Total . 




282 

3, 514 


* Estimated. 


EXPLANATION OF TABLE III. 

This table shows the principal details of head, installation, 
estimated stream flow, etc., at each of the present plants and at 
all undeveloped power sites affected by the proposed Cranberry 






















































60 


Lake, Newton Palls and Harrisville reservoirs. The first six col¬ 
umns are self-explanatory. Column VII shows the estimated 
minimum monthly flow, including the present regulation from 
Cranberry Lake. The How at Ogdensburg and Eel Weir rapids 
is based on gagings at the Eel Weir Bridge station, but the esti¬ 
mates of discharge at all other points are based on the Raquette 
river records as explained on page 7. Column VIII shows 
the power available in the average year with the head shown in 
Column V and the flow in Column VII; turbine efficiency of 80 
per cent, is assumed. Columns IX and X show the power avail¬ 
able with the present installation and head, and that part of it 
supplied by the present Cranberry Lake reservoir. The estimates 
of power supplied by Cranberry Lake are intended only as rough 
approximations. Column XI shows the flow which can be de¬ 
pended on for about 60 per cent, of the average year, including 
the present regulation from Cranberry Lake. Column XII shows 
the required wheel installation to utilize the flows in Column XI, 
and Column XIII the average power output in horsepower-years 
per annum, including the power supplied by Cranberry Lake. Col¬ 
umns XV to XXX, inclusive, show conditions after regulation by 
11.0 billion cubic feet of storage in the proposed Cranberry Lake, 
Xewton Falls and Harrisville reservoirs. Columns XV shows the 
amount of power in horsepower-years per annum which would be 
added by these reservoirs with the present wheel installation and 
head. Columns XVI, XVII, XVIII, and XIX are similar to 
Columns IV, V, VII, and VIII, respectively, showing conditions 
after regulation. Columns XX, XXI, XXII, and XXIII are 
comparable with Columns XI, XII, XIII and XIV. Column 
XXIV shows the amount of energy added by the proposed regu¬ 
lation after economic development as shown in Column XXI. 
This is in addition to the power which would be supplied by the 
])resent storage in Cranberry Lake, shown in Column XXIIT. 
Columns XXVI and XXVII show the auxiliary installation and 
the amount of auxiliary power required in the ordinary year to 
supply continuous year-round power to the full wheel capacity 
shown in Column XXL Columns XXVIII, XXIX and 
XXX show the respective amounts of power in horsepower-years 
per annum supplied by each of the proposed reservoirs It is 


LOCATION. 


Nature of business. 


II 


Drainage 

area. 


Ill 


TABLE No. Ill—S ummary of Effects of Storage on Oswegatciiie River. 


Elevation 

of crest of 
dam or 
top of 
dash¬ 
boards. 
(Above 
sea level.) 


IV 


Average 

working 

head. 


Present Conditions. 


Rated 

horse¬ 

power 

capacity 

of 

turbines. 


VI 


Estimated 
minimum 
monthly 
flow in 
second- 
feet. 

(Includes 

present 

regulation 

from 

Cranberry 

Lake.) 


VII 


Continuous 
24-hour 
h. p. 

available 
with flow 
in Column 
VII 

at 80% 
efficiency. 


VIII 


Power 
available 
in average 
year with 
installation 
in 

Column VI 
h. p. years 
per annum. 
(Includes 
column X.) 


IX 


Power 
supplied 
by present 
regulation 
from 

Cranberry 
Lake, 
h. p. years 
per 

annum. 


X 


Estimated 
available 
flow for 
60% of 
average 
year in 
second- 
feet. 

(Includes 

present 

regulation 

from 

Cranberry 

Lake.) 


XI 


Capacity 
of turbines 
at 80% 
efficiency 
for 

24-hour 
power 
60% of 
average 
year. 


XII 


Power 

available 

with 

installation 
in column 
XII and 
flow in 
Column XI 
b. P. years 
per annum 
(Includes 
column 
XIV.) 


Conditions Abtfr Regulation by 3.0 B. C. I' 

fob Talcville 


Power 
supplied 
by present 
storage in 
Cranberry 
Lake 
with 

installation 
in Column. 
XII 

h. p. years 
per annum. 


of Storage in Cranberry Lake Reservoir„ 3 .0 B. C, F .in r N ewto nJFallb Reservo“ ?f?. t ' L A A R T\ D ft Economic Development in Each Case. 


; South Edwards, and 5.0 B. C. F. of Storage in Harrisvillb Reservoir Regulated 


XIII 


XIV 


Power 
added to 
present 
stream 
flow by 
proposed 
reservoirs 
with 
present 
installation 
and head 
h. p. years 
per annum. 


XV 


Elevation 
proposed 
crest of 
dam or 
top of 
flash- 
boards. 
(Above sea 
level.) 


XVI 


Ultimate 

working 

head. 


XVII 


Minimum 
regulated 
flow in 
second- 
feet. 
(Based 
partly on 
liaquette 
river 
records). 


XVIII 


Con¬ 
tinuous 
24-hour 
h. p. avail¬ 
able with 
flow in 
Column 
XVIII 
at 80% 
efficiency. 


XIX 


Regulated 

flow 

available 

for 60% of 
average 
year. 
(Based 
partly on 
Raquette 
river 
records). 


XX 


Capacity 
of turbines 
at 80% 
efficiency 
for 24-hour 
power 
60% of 
average 
year. 


XXI 


Power 
supplied 
by present 
stream 
flow with 
installa¬ 
tion in 

Column XXI 
h. p. years 
per annum 
(Includes 
Column) 
XXIII. 


XXII 


Power 
supplied 
by present 
storage in 
Cranberry 
Lake with 
installa¬ 
tion in 
Column XXI 
h. p. years 
per annum. 

Additional 
power 
afforded 
by pro¬ 
posed regu¬ 
lation in 
average 
year, after 
economic 
develop¬ 
ment, 
h. p. years 
per annum. 

Total 
hydraulic 
power 
available 
in aver¬ 
age year. 
(Sum of 
Columns 
XXII and 
XXIV.) 
h. p. years 
per annum. 

Auxiliary Power 
Required to Maintain 
Continuous 24-hour 
Power With 
Installation in 
Column XXI. 

Power Added to Natural 
Stream Flow by Proposed 
Reservoirs After Economic 
Development, H. P. 

Years Per Annum. 

Rated 

horse¬ 

power. 

Horsepower 
years per 
annum. 

Cranberry 
Lake 
reservoir 
3.0 b. c. f. 
capacity. 

Newton 
Falls 
reservoir 
3.0 b. c. f. 
capacity. 

Harrisville 
reservoir 
5.0 b. c. f. 
capacity 

XXIII 

XXIV 

XXV 

XXVI 

XXVII 

XXVIII 

XXIX 

XXX 

1 --- 





1 


MAIN RIVER: 












DEVELOPED POWERS 








50 

55 

40 

105 

110 

165 I 
220 
160 1 
440 

1,745 

1,420 

1,000 

2,540 

910 

585 

400 

1,060 

195 

120 

90 

220 

59 

75 

55 

148 

59 

75 

55 

148 

97 

125 

90 

249 

Ogdensburg.1 

Heuvelton. 

Rensselaer Falls. 

Small mills and factories. | 

Grist-mill and electric plant. 

Small factories..| 

1,590 

986 

950 

258 

284 

301 

10 

9 

7 

2,878 

180 

330 

395 

270 

265 

359 

221 

168 

1,890 

180 

310 

35i 

0 

10 

1,600 

1,170 

1,130 

1,450’( 
957 
720 

1,220 

825 

640 

35 

35 

25 

130 

0 

6 

258 

286 

301 

12 

11 

8 

950 

950 

935 

1,036 

950 

680 

1,780 

1,540 

1,500 

1,940 

1,540 

1,090 

1,580 I 
1,200 
840 

Elmdale. 

Sawmill. 

soo 

324 

9 

50 

245 

200 

50 

0 

1,000 

950 

930 

818 

778 

760 

675 

35 

35 

35 

0 

0 

0 

339 

22 

850 

1,700 

1,380 

2,760 

2,100 | 

460 | 

2,610 

1,030 

2,270 

800 

1,100 

430 

960 

230 

90 

200 

155 

155 

61 

135 

260 


Sawmill. 

760 

748 

349 

374 

9 

9 

75 

200 

235 

235 

192 

192 

75 

200 

0 

0 

365 

374 

23 

9 

830 

830 

1,735 

078 

1,360 
1,360 

2,840 

1,120 

2,150 
850 

61 

135 

103 

225 

Natural Dam, lower plant. 

Talc mill (not in use) . 

665 

6fi0 

45 

180 

400 

140 

Natural Dam, upper plant,. 

Paper mill. 

748 

395 

20 

3,160 

235 

427 

2,140 

90 

930 

1,690 

591 

1,475 

80 

30 

465 

6 

395 

20 

830 

1,510 

1,360 

2,470 

1,870 

35 

330 

65 

48 

48 

79 



745 

402 

7 

285 

235 

149 

270 

10 


830 

528 

1,360 

865 

660 

Hailesboro — South channel. 

Talc mill (about 75% of stream flow).| 













660 

429 

19 

525 

165 

285 

520 

20 

640 

1,105 

QB5 

60 

1 
















Hailesboro — South channel. 

Power plant (75% of stream flow).| 

660 

454 

25 

892 

165 

375 

860 

40 

640 

1,452 

1,270 

355 

75 

10 


















660 

470 

14 

450 

83 

106 

380 

20 

320 

407 

20 

60 
















Hailesboro — South channel. 

Sash and blind shop (18.75% of stream flow). 
















660 

470 

10 

25 

41 

37 

25 

0 

160 

145 

125 

7 

0 





1,250 

15,900 

12,000 

670 


14,800 

5,600 

1,100 

945 

945 

1,580 

Hailesboro — South channel. 

Grist-mill (18.75% of stream flow). 

660 

470 

10 

50 

41 

37 

50 

0 

160 

145 

125 

7 

0 

553 

140 

810 

10,300 


Hailesboro — South channel. 

Talc mill (,75% of stream How). 

660 

486 

16 

1,024 

165 

240 

860 

50 

640 

930 

800 

50 

140 















Hailesboro — North channel. 

Sawmill (25% of stream flow).... 

660 

418 

7 

10 

55 

35 

10 

0 

210 

134 

120 

7 

0 
















Hailesboro— North channel. 

Talc mill (25% of stream flow).. 

660 

485 

25 

264 

55 

125 

250 

15 

210 

477 

425 

25 

15 


















660 

535 

15 

600 

220 

300 

580 

25 

850 

1,160 

1,020 

60 

8 








150 

115 

630 

3,270 

1,240 

250 

213 

213 

355 





810 

2,280 

1,250 

3,520 

2,640 


650 

586 

31 

2,440 

210 

592 

2,100 

130 

850 

2,390 

2,100 

125 

340 

586 

31 

490 

2,540 

960 

190 

165 

165 

275 


Not in use. 

810 

1,765 

1,250 

2,730 

2,050 

Hyatt. 

650 

610 

24 


210 

458 



850 

1,850 

1,620 

95 


610 

24 





212 

16 

13,438 

457 


4,498 

182 

10,750 

440 

445 


17,959 

685 

15,600 

600 

365 

841 

60 

1,181 

17 


307 


23,162 


36,775 

27,940 

1,470 

6,085 

34,025 

13,575 

2,750 

2,059 

2,059 

3,438 

EAST BRANCH: 

. 

Power plant. 

Grist-mill and lighting plant . 

Power plant. 

341 

630 

658 

125 

40 

470 

630 

16 

415 

603 

660 

960 

745 

65 

40 

320 

140 

85 

650 

670 

885 

525 

3,880 

4,020 

355 

190 

1,240 

1,280 

75 

40 

270 

280 

102 

63 

485 

500 

102 

63 

485 

500 



317 

10 

250 

120 

109 

230 

20 

445 

404 

35 

6 

658 

10 

410 

372 

620 

565 

440 

3,230 

3,350 

2,260 

6,940 


South Edwards, lower plant. 

284 

757 

37 

900 

105 

353 

860 

85 

410 

1,380 

1,200 

125 

30 

757 

80 

400 

2,910 

570 

570 

550 

360 

4,150 


South Edwards, upper plant. 

Power plant. 

2S4 

843 

83 

3,200 

105 

792 

2,720 

295 

410 

3,100 

2,700 

280 

375 

843 

83 

400 

3,020 

4,300 


450 

2,710 

845 

190 

340 

340 



Veneer mill. 

275 

984 

12 

150 

100 

109 

150 

5 

400 

436 

385 

40 

0 

1,010 

58 

390 

2,055 

2 ,900 

930 

1,000 

7,940 

3,330 

630 

965 

965 


Brown’s Falls. 

Power plant. 

178 

1,205 

53 

1,320 

65 

313 

1,180 

170 

290 

1,400 

1,200 

170 

130 

1,350 

262 

220 

5,240 

8,570 


Newton Falls, lower plant. 

Pulp mill. 

166 

1,374 

21 

600 

60 

115 

480 

75 

270 

515 

460 

65 

50 

} 1,416 

60 

200 

1,090 

335 

1,830 

1,490 

210 

155 

1,645 

740 

185 

182 

182 


Newton Falls, upper plant. 

Paper mill. 

166 

1,416 

32 

1,900 

60 

175 

1,000 

65 

270 

785 

700 

100 

80 







— 




Sub-total. 

WEST BRANCH: 




264 

8,777 

65 

2,148 

7,060 

755 


8,705 

7,610 

875 

688 

4 

629 

569 

19 

395 

15,290 

682 

580 

550 

550 

23,275 

1,000 

650 

900 

18,455 

710 

460 

640 

840 

2,125 

3,150 

220 

21,605 

930 

7,980 

310 

1,670 

70 

2,637 


220 


Power plant. 

309 

629 

19 

440 

112 

390 


375 

648 

530 


44 


150 

200 

265 

610 

840 

1,105 

195 

270 

240 

40 

60 

“ 



150 

200 

265 



300 

645 

13 

393 

65 

77 

325 


340 

402 

330 


65 

645 

13 

385 

455 

630 





Talc mill. 

300 

676 

18 

225 

65 

106 

220 


340 

556 

460 


7 

676 

18 

385 






200 

781 

34 

2,160 

30 

610 

132 

45 

140 

1,200 


240 

740 

620 


216 

781 

34 

300 

927 

375 

1,160 





Carpenter shop (50% of stream flow). 

Grist-mill and sawmill. 

Veneer mill. 

200 

200 

63 

786 

798 

870 

5 

12 

15 

23 

10 

49 

20 

30 


120 


45 


0 

| 799 

17 

300 

463 

375 

580 

420 


130 

550 

120 

30 



130 

Harrisville, upper plant. 

45 

15 

370 

100 


240 

75 

262 

102 

215 

75 


86 





. 








114 

3,990 


514 

2,635 



2,765 

2,275 


418 


101 


3,157 

. 

4,290 

3,070 


965 

4,035 

1,135 

255 



965 

Total—Developed powers. 





26.2C5 

| . 

7,160 

20,445 

| 1,200 


29,429 

25,485 

1,716 

2,287 




41,609 


64,340 

49,465 

3,595 

- — - 

10,200 

59,665 

22,690 

4,675 

4,696 

4,696 

4,403 


MAIN RIVER: 

Eel Weir Rapids. 

EAST BRANCH: 

Talcville. 

Madison Chute. . 
Flat Rock. 


UNDEVELOPED POWERS 


Sub-total. 


WEST BRANCH: 

Fullerville. 

Hazelton Falls. . 
Harris Rapids... 
Gale’s Rapids. .. 
Harrisville. 


Sub-total. 

Total — Undeveloped powers. . 
Grand total — All powers. 


1,565 I 


341 

280 

268 


300 

300 

290 

275 

200 


26,205 


395 


125 

105 

100 


65 

65 

63 

60 

45 


7,160 


20,445 


1,200 


1,600 


470 

410 

400 


340 

340 

330 

315 

240 


29,429 


25,485 


1,716 


2,287 


272 


647 

948 

1,072 


658 

691 

723 

743 

830 


13 


14 

95 

50 


159 


13 

14 
30 
16 
29 


102 


E. Br. 1,048 
W. Br. 523 


950 


415 

400 

390 


385 

385 

375 

370 

300 


1,120 


528 

3,460 

1,770 


5,758 


455 

490 

1,022 

538 

790 


3,295 


10,173 


51,782 


1,780 


660 

570 

550 


550 

550 

530 

500 

375 


2,100 


840 

4,920 

2,500 


8,260 


650 

700 

1,450 

730 

990 


4,520 


i7~ 


14,880 


79,220 


1,710 


650 

3,840 

1,945 


6,435 


460 

495 

1,020 

500 

720 


3,195 


11,340 


55 


55 

380 

190 


180 


125 

760 

390 


1,890 


/ 


775 

4,600 

2,335 


625 


1,275 


145 

160 

335 

180 

225 


1,045 


7,710 


605 

655 

1,355 

680 

945 


990 


310 

1,460 

730 


210 


65 

320 

165 


VA, 


240 


680 


2,500 


60,805 


4,275 


12,700 


13,840 


2,500 


195 

210 

430 

190 

205 


1,230 


4,720 


73,505 


27,410 


550 


45 

45 

95 

50 

45 


64 


90 

570 

290 


950 


280 


1,040 


5,715 


5,710 


64 


90 

570 

290 


950 


1,014 ! 


1,014 


5,710 


107 


145 

160 

335 

180 

225 


1,045 


1.152 


5,555 






















































































































































































































































































































































































































































































































































































































.t... . 














i 'Ux]<ni . 

I. < i*u» 








































. :i’ ■ f.t a 

rli *' ) 
















•• ' 














' 

































61 


assumed the the Cranberry Cake and -Newton Bealls reservoirs 
will be operated together, and therefore, having equal capacities, 
will add equal amounts of power. Column XXVIII, Cranberry 
hake, includes the amount of power which would be supplied bv 
the present reservoir with the present method of regulation. 

Comparing Columns IX and XXV, it is seen in Column IX 
that the total available power from the present stream, with the 
present wheel installations and heads, is slightly in excess of 
20,000 horsepower-years per annum, but of this amount only 
about 7,160 horsepower (Column VIII) is continuous; Column 
XX\ shows that the full economic development of existing plants 
and all undeveloped power sites will produce over 73,000 horse¬ 
power-years per annum, and of this amount nearly 52,000 horse¬ 
power (Column XIX) will be continuous in the driest year. 
Comparing the costs of the proposed reservoirs and the increase 
in power due to each, it is seen by referring to Columns XXIII 
and XXVIII that the proposed Cranberry Lake reservoir will add 
about 1,435 horsepower-years per annum over and above that 
which would be supplied by the present reservoir; the estimated 
cost of the proposed reservoir is $79,000; therefore, the storage 
investment amounts to about $55 per horsepower. The estimated 
cost of the Xewton Falls reservoir is $743,000, and Column 
XXIX shows that it will supply about 5,710 horsepower-years per 
annum, making the storage investment $130 per horsepower. In 
the case of the Harrisville reservoir, the cost is estimated at 
$696,000, and Column XXX shows that it will supply about 
5,555 horsepower-years per annum, making the storage invest¬ 
ment $125 per horsepower. 


62 


Location of Data. 


Conversion Factors 
and Curves. 


APPENDIX I. 

Methods Psed in Making Steamflow Studies. 

Nearly all of the steamflow data on New 
York State streams may be found in the an¬ 
nual reports of the Conservation Commission, the State Water 
Supply Commission (previous to 1911), the State Engineer and 
Surveyor, and in the United States Geological Survey water sup¬ 
ply papers. Rainfall and temperature records are published in 
the monthly and annual reports of the U. S. Weather Bureau. 
Many valuable statistics are also to be found in the New York 
State Museum Bulletin No. 85, “ Hydrology of the State of 
New York,’’ by George W. Rafter. Following is a brief descrip¬ 
tion of the methods used in the foregoing streamflow studies: 

In the ordinary hydraulic development, re¬ 
liable streamflow data at the power site are 
seldom available. It is only in the more thickly settled regions 
on such rivers as the Hudson, Genesee and Croton that gaging 
stations have been maintained for long periods. Therefore, in a 
new development it is usually necessary to estimate the probable 
runoff either: (1), entirely from rainfall records; (2), from rain¬ 
fall records used in conjunction with streamflow records from 
an adjacent or near-by watershed; (3), from a short-term stream- 
flow record at the site, and a long-term record at another point on 
the same stream or from a near-by watershed. In New York 
State it is no longer necessary to depend entirely on rainfall 
studies, as long-term streamflow records are available for most of 
the larger rivers, and short-term records for at least one point on 
many of the smaller streams. The first method above mentioned 
therefore need not be discussed. 

When rainfall data are available for one watershed, only, while 
from an adjacent drainage area both rainfall and streamflow 
records can he obtained, the probable run-off to be expected from 
the first watershed can be quite accurately estimated from the 
records of the second by means of a “ conversion factor.” This 
method is based on the assumption that the discharges from two 
adjacent watersheds having similar physical and climatic charac¬ 
teristics are proportional to their respective drainage areas and 


63 


mean annual rainfalls. That is, for example, if Watershed “A” 
has an area of 400 square miles and a mean annual precipitation 
of 50 inches, and Watershed “ B ” has an area of 600 square 
miles and a precipitation of 48 inches, the ratio: 

discharge A 400 x 50 

— =-= 0.89 

discharge B 600 x 48 

The resulting value (0.89 in this case) is called a “ conversion 
factor.” If the known monthly (or weekly or daily) discharges 
from Watershed B for a given period be successively multiplied 
by this factor, the resulting quantities will represent the most 
probable values of the discharge from Watershed A for the re¬ 
spective months. The accuracy of this method will depend on 
the similarity of the topographical and meteorological character¬ 
istics of the two watersheds. 

In case there is available only a short-term streamflow record 
at the given point, while at another point on the same stream (or 
a near-by stream) a long-term record is available, the u conversion 
curve ” offers a convenient method of computing a long-term esti¬ 
mate for the short-term station. This is accomplished by plotting 
as ordinates the monthly (or weekly or daily) flows at one sta¬ 
tion, and the corresponding flows for the same months at the other 
station as abscissas. An average curve drawn through these points 
is termed a “ conversion curve,” from which it is possible to re¬ 
duce the long-term records to the short-term station. As in the 
preceding case, the accuracy of this method depends on the simi- 
laritv of the characteristics of the two watersheds. 

t/ 

Mass Curves. 

Some phases of a given streamflow can best be studied by the 
mass curve method. The computations are generally made in 
monthly increments. The method consists in adding up the totals 
of the yield in monthly (or daily) increments from month to 
month, for the whole period of gagings under consideration; then 
plotting these totals as ordinates over the corresponding time as 
abscissas. A line connecting these points forms the mass curve. 
Any desired rate of draft may then be assumed and plotted to the 
same scale. If a uniform rate is assumed, this draft curve forms 








a straight inclined line, and if it is made to start coincident with 
some point or summit on the mass curve, the divergence of the 
two curves at the end of any dry period serves to show the volume 
of storage that would have been required to have maintained the 
assumed draft up to that time. Conversely, any volume of storage 
may be assumed and plotted as an ordinate at the point on the 
mass curve at the end of the dry season, and the slope of the line 
drawn from the previous peak of the mass curve to this -ordinate 
will give the regulated flow possible by the use of this volume of 
storage. The records giving the mean monthly flow in second- 
feet are converted into cubic feet per month by multiplying by 
the factor, 2,628,000, which is the number of seconds in an aver- 

365 

age month, i. e., a month of —-— = 30.42 days. 


The results of river regulation with a given storage reservoir 
will not be the same at widely separated points below the reser¬ 
voir, particularly if the flow of the river has been materially 
augmented by the entrance of streams between these points. Each 
point will require a different method of operation of the reservoir 
to give the best result at that point. The mass curve offers an 
easy method by which to determine the respective effects on the 
flow of the river at those more or less remote points, by release of 
the stored water in a prescribed manner. This is accomplished 
by plotting separate mass curves for the different points under 
consideration. Any point may be chosen as the one for which the 
best regulation is desired at the expense, to some extent, of the 
other places. The proposed draft line may then be drawn on the 
mass curve for this point, bearing in mind that the billions of 
cubic feet represented by the maximum ordinate-intercept must 
not exceed the reservoir capacity. Having done this, the incidental 
effect upon the flow at each of the other points may be readily 
found by superimposing these ordinate-intercepts on each of the 
other mass curves, thus making up new mass curves which repre¬ 
sent the new flow of the river due to the presence of the regulating 
reservoir. This method has also proved efficient for determining 
the amount of pondage necessary to regulate for the unequal 





hourly draft due to a load factor of less than 100 per cent. A 
hydrograph is first made up from the load diagram, showing the 
mean hourly demand from the pond. These values are then in¬ 
tegrated to make up a daily mass curve of draft. The steady 
river supply is represented by a straight line, and the maximum 
ordinate-intercept between the two lines represents the daily fluc¬ 
tuation in volume of water ponded. This is the inverse process 
of the ordinary storage-depletion method, where the river flow is 
unsteady and the draft is constant. 

• - i 

Power-Percentage-of-Time Curves. 

This title has been given to certain curves which show on a 
percentage basis the period of time in an average year during 
which any given horsepower is available at a certain point, 
either from the natural flow of the stream or as a result of a cer¬ 
tain amount of regulation due to storage reservoirs. 

The natural flow curve is obtained by arranging the mean 
monthly stream-flow values in order of their magnitude and re- 
ducing them to horsepower at 80 per cent, efficiency by multiply¬ 
ing by the factor; Head in feet. Head x G2.5 x 80$ 

11 550 

If there is more than one fall in the vicinity to which this curve 
will apply, it may bo well to compute and plot the curve on a one- 
foot-head basis as shown on Plates XI, XII, XIII, XIV, XV, 
XVI. The number of months during which anv flow or a greater 
flow is available are then tabulated, and assuming the total num¬ 
ber of months for the whole period for which records are avail¬ 
able, as 100 per cent, of the time, the percentage of time during 
which any of the other flows are available is then computed. 
With the percentages of time as abscissas and corresponding 
horsepowers as ordinates, points can be plotted, through which a 
curve can be drawn. The regulated streamflow power-percentage- 
of-time curve is obtained in the same manner by substituting for 
the natural stream-flows the regulated flows obtained from the 
mass curve for a given volume of storage during the months they 
are maintained, converting them into horsepower, computing the 
corresponding percentages of time and plotting as in the previous 

case. 

3 




CO 

If the power-percentage-of-time curves for natural and regu¬ 
lated flow are plotted from the same set of axes, the area between 
the natural how curve and the axes represents the amount of 
energy available from the natural how of the stream. This area 
is reduced to horsepower-years as follows: Suppose the curves are 
plotted to a scale of 100 horsepower to the inch, ordinates, and 
20 per cent, of the time to an inch, abscissas, then one square 
inch is equal to 20 horsepower-years. The area between the nat¬ 
ural how and regulated how curves up to their intersection repre¬ 
sents the energy added from storage; and the area between the 
regulated how curve and any horizontal line above its lowest point 
and the axis, represents the auxiliary energy necessary for that 
installation. 


2 245 

















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